approach design section - maine.gov · see mainedot detail 610(03) where shown on plans geotextile...

13'-0"13'-0"

1'-8"14'-4"14'-4"1'-8"

-2% -2%

NEXT F Beams

-2%-2%

APPROACH DESIGN SECTION

Berm

2'-0"

Shldr.

3'-0"

11'-0" Travel Lane11'-0" Travel LaneShldr.

3'-0"

Berm

2'-0"

É Construction

É Construction

É Construction

8'-0" (TYP)

(TYP)

5'-0"

Asphalt

4" Hot Mix

Guardrail Type 3c*

Guardrail Type 3c*

Existing Ground

Existing Ground

& Mulch

2" Loam, Seed

3:1

EXISTING BRIDGE TYPICAL SECTION

PROPOSED BRIDGE TYPICAL SECTION

APPROACH DESIGN SECTION

Berm

2'-0"

Shldr.

3'-0"

11'-0" Travel Lane11'-0" Travel LaneShldr.

3'-0"

Berm

2'-0"

É Construction

Guardrail Type 3c*

Guardrail Type 3c*

Existing Ground

Existing Ground

& Mulch

2" Loam, Seed

& Mulch

2" Loam, Seed

3:1

3:1

Asphalt

1 •" Hot Mix

AND HABITAT CONNECTIVITY DESIGN

RIPRAP DETAIL AT ABUTMENT

Slope Varies Slope Varies

Match Existing Match Existing

for additional details

See MaineDOT Detail 610(03)

Where Shown on Plans

Geotextile

Erosion Control

3.0

0'

Riprap

Plain

1.75:1 (Max)

Course Gravel

18" Aggregate Subbase

Guardrail Installation

Shoulder Widening and

4" Hot Mix Asphalt for

Guardrail Installation

Shoulder Widening and

4" Hot Mix Asphalt for

Face of Abutment

4" Crushed Stone

Gravel Borrow

32'-0"

Wearing Surface

with 1" Integral

10…" at abutments)

Concrete Slab (9" Midspan,

Variable Depth Structural

* See General Plan for limits of guardrail

Station 13+15.00 to 14+27.00

Station 10+92.00 to 11+47.00

MILL & OVERLAY

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

002

_T

ypic

al Sectio

nUserna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

2OF 34

BRID

GE N

O. 3719

TY

PIC

AL

SE

CTIO

NS

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN

021699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

Elevation is approx. 1' above Q1.1 (EL. 148)

Width Varies (3' to 8.5')

Shelf for Habitat Connectivity

12" Protective Aggregate Cushion

Special Fill Mixed in Per SP 203.

* See General Plan for limits of guardrail

Back of Abutment 2 to Station 13+15.00

Station 11+47.00 to Back of Abutment 1

FULL DEPTH PAVEMENT

Course Gravel

18" Aggregate Subbase Course Gravel

18" Aggregate Subbase

2:1 m

ax.

2' wide Erosion Control Blanket

Plain Riprap

3'-0

"

1'-0

"

Brid

ge

Divisio

n:

Filena

me:...\

003

_Estim

ate and

ES

WUserna

me:

Date:1

0/10/2

018

tksandell

ESTIMATED QUANTITIES

ITEM NO. QUANTITYDESCRIPTION UNIT

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

3OF 34

NO

RT

HFIE

LD

ST

AT

E

RO

UT

E

19

2

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0HIG

HW

AY P

LA

NS

10\

2018

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

ES

TI

MA

TE

D

QU

AN

TITIE

S

(70 CY)

(480 LF)

(320 SY)

(200 LF)

(9 CY)

(23 CY)

(2080 SF)

(90 CY)

(120 CY)

(140 CY)

659.10

656.75

652.41

652.38

652.361

652.35

652.34

652.33

652.30

652.312

643.72

639.19

631.172

631.15

631.14

631.132

631.12

629.05

627.78

627.77

627.733

620.661

620.58

619.14

619.12

618.14

615.07

613.319

610.18

610.08

606.78

606.52

606.353

606.265

606.231

606.23

606.1721

603.17

535.622

530.31

530.30

527.34

526.34

526.301

523.5403

523.52

515.21

514.06

511.07

511.07

510.10

507.0821

503.27

503.26

503.13

503.12

502.49

502.31

502.291

502.261

502.219

501.92

501.91

501.903

501.90

501.541

501.54

501.231

411.09

409.15

403.213

403.208

304.10

206.082

203.25

203.24

203.20

202.202

202.19

MOBILIZATION

TEMP SOIL EROSION & WATER POLLUTION CTRL

PORTABLE CHANGEABLE MESSAGE SIGN

FLAGGER

MAINTENANCE OF TRAFFIC CONTROL DEVICES

CONSTRUCTION SIGNS

CONE

DRUM

FLASHING ARROW BOARD

TYPE III BARRICADE

TEMPORARY TRAFFIC SIGNAL

FIELD OFFICE TYPE B

TRUCK - LARGE (INCLUDING OPERATOR)

ROLLER EARTH BASE CRS (INC OP)

GRADER (INCLUDING OPERATOR)

SMALL BULLDOZER (INC OPERATOR)

ALL PURPOSE EXCAVATOR (INC OPERATOR)

HAND LABOR, STRAIGHT TIME

TEMP 4" PAINT PVMT MARK LINE W OR Y

REMOVING PAVEMENT MARKINGS

4" WHITE OR YELLOW PAINTED PAVE MRK LINE

DRAINAGE GEOCOMPOSITE INSTALLATION

EROSION CONTROL GEOTEXTILE

EROSION CONTROL MIX

MULCH

SEEDING METHOD NUMBER 2

LOAM

EROSION CONTROL BLANKET

STONE DITCH PROTECTION

PLAIN RIPRAP

LOW VOLUME GUARDRAIL END - TYPE 3

MAILBOX REMOVE & RESET

REFLECTORIZED FLEXIBLE GUARDRAIL MARKER

TERM END- SGL RAIL- GALV STEEL

GUARDRAIL TYPE 3C - 15' RADIUS AND LESS

GR TY 3C - SINGLE RAIL

BRIDGE TRANSITION - TYPE 1

18" CULV PIPE OPTION I

PRESTR STR CONC NEXT BEAM

GLASS FIBER REINF POLY PLACING

GLASS FIBER REINF POLY FAB & DEL

WORK ZONE CRASH CUSHIONS

PERMANENT CONC TRANSITION BARRIER

TEMPORARY CONC BARRIER TYPE I

PLAIN ELASTOMERIC BEARINGS

BEARING INSTALLATION

PROTECTIVE COATING FOR CONCRETE SURFACES

CURING BOX FOR CONC CYL

COFFERDAM: ABUT. 2

COFFERDAM: ABUT. 1

SPECIAL DETOUR 12 FOOT RDWY WIDTH TR NOT SEP

STEEL BRIDGE RAILING, 3 BAR

STAINLESS STEEL REINF - PLACING

STAINLESS STEEL REINF - FAB & DEL

REINFORCING STEEL, PLACING

REINFORCING STEEL, FABRICATED/DELIVERED

STRUCTURAL CONCRETE CURBS AND SIDEWALKS

STRUCTURAL CONCRETE APPROACH SLABS

SAW CUT GROOVING

STR CONC RD & SW SLAB ON CONC BR

STRUCTURAL CONCRETE, ABUT & RET WALLS

PILE DRIVING EQUIPMENT MOBILIZATION

PILE SPLICES

PILE TIPS - ROCK INJECTOR POINT

PILE TIPS

STEEL H-BEAM PILES 117 LBS/FT, IN PLACE

STEEL H-BEAM PILES 117 LBS/FT, DELIVERED

DYNAMIC LOADING TEST

UNTREAT AGGR SURF CRS

BITUMINOUS TACK COAT - APPLIED

HOT MIX ASPHALT 12.5 MM BASE

HOT MIX ASPHALT 12.5 MM HMA SURFACE

AGGR SUBB COURSE - GRAVEL

STR EA EXC-MAJOR STRUCTURES

GRANULAR BORROW

COMMON BORROW

COMMON EXCAVATION

REMOVING PAVEMENT SURFACE

REMOVING EXISTING BRIDGE

LS

LS

EA

HR

L S

SF

EA

EA

EA

EA

LS

EA

HR

HR

HR

HR

HR

HR

LF

SF

LF

SY

SY

CY

UN

UN

CY

SY

CY

CY

EA

EA

EA

EA

LF

LF

EA

LF

LS/CY

LF

LF

UN

EA

LS/LF

EA

EA

LS/SY

EA

LS

LS

LS

LS/LF

LB

LB

LB

LB

LS/CY

LS/CY

LS/SF

LS/CY

LS/CY

LS

EA

EA

EA

LF

LF

EA

CY

G

T

T

CY

CY

CY

CY

CY

SY

LS/CY

1

1

2

500

1

150

100

100

2

2

1

1

20

20

25

25

25

100

900

400

1830

110

580

180

14

15

90

150

50

500

3

1

8

1

20

70

4

10

1

15500

15500

4

4

1

16

16

1

1

1

1

1

1

3400

3400

30900

30900

1

1

1

1

1

1

8

4

4

380

380

2

5

80

50

110

325

720

250

400

900

390

1

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

004

_N

otes

Userna

me:

Date:1

0/2

3/2

018

tksandell

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

4OF 34

NO

RT

HFIE

LD

ST

AT

E

RO

UT

E

19

2

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0HIG

HW

AY P

LA

NS

10\

2018

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

General Construction Notes

GE

NE

RA

L

NO

TE

S

MaineDOT web address: http://www.maine.gov/mdot/contractors/

17. Project information referred to below may be accessed at the following

To one foot below the ground on vertical walls against earth.

Top of abutment backwalls and wingwalls, and

Concrete barrier railing,

Concrete wearing surfaces,

All exposed surfaces of Concrete Transition Barriers,

Fascias down to the drip notch,

All exposed surfaces of concrete curbs and sidewalks,

areas:

16. Protective Coating for Concrete Surfaces shall be applied to the following

work is completed. Payment will be made under the appropriate Contract items.

lined with Stone Ditch Protection shall be constructed after paving and shoulder

Erosion Control Blanket, seeded gutters, riprap downspouts, and other gutters

15. Where it is apparent that runoff will cause continual erosion, extended-use

placement of each section of beam guardrail.

14. A Low Volume Guardrail End shall be installed concurrently with the

considered part of Item 627.78.

markings of paint, both yellow centerline and white edge lines and will be

13. Any base pavement not surfaced before winter will require temporary pavement

Resident.

aggregate surface course unless otherwise noted in the Plans or directed by the

- gravel or 11 inches aggregate subbase course - gravel and 3 inches untreated

12. Gravel entrances shall be constructed with 14 inches aggregate subbase course

shown.

sideslopes along the top of the riprap and behind the wingwalls unless otherwise

11. Place a 24 inch wide strip of Temporary Erosion Control Blanket on the

made under Pay Item 619.14, Erosion Control Mix.

accordance with Standard Specifications Section 619, Mulch. Payment will be

receiving loam and seed as directed by the Resident. Placement shall be in

10. Erosion Control Mix may be substituted in those areas normally

directed by the Resident.

9. Place loam 2 inches deep on all new or reconstructed sideslopes or as

8. Construct the riprap shelf at each abutment at EL. 148.

Control Blanket as noted below.

roadway shoulder to accommodate a 24 inch wide strip of Temporary Erosion

7. Place riprap on sideslopes as shown on the Plans up to 2 feet from the

Subsection 703.19, Material for Underwater Backfill.

shall be Granular Borrow meeting the requirements of Standard Specifications

6. All embankment material, except as otherwise shown, placed below EL. 149

equipment rental items.

of new subbase 6 inches or less thick will be made under appropriate

grubbing, shaping, ditching, and compacting the existing subbase and layers

subgrade line shown on the plans, payment for removing existing pavement,

5. In areas where the Resident directs the Contractor not to excavate to the

suitable as determined by the Resident.

4. Do not excavate for Aggregate Subbase Course where existing material is

otherwise noted.

3. All utility facilities shall be adjusted by the respective utilities unless

will be considered incidental to Contract items.

limits will be established in the field by the Resident. Payment for clearing

2. The clearing limits as shown on the plans are approximate. The exact

Right of Way Map.

1. For easements, construction limits, and right of way lines, refer to the

paid for separately, but considered incidental to related items.

25. The crushed stone surface layer of the Habitat Connectivity shelf will not be

24. Bridge removal limits shall be below proposed rip rap.

Approach Slab.

Payment will be considered incidental to Pay Item 502.31, Structural Concrete

23. Install two layers of 6 mil polyethylene sheeting under approach slabs.

Compensation and Time.

with Standard Specifications Section 109.7, Equitable Adjustments to

Lump Sum pay items, price adjustments will be made in accordance

c. If a design change results in changes to estimated quantities for

for a Lump Sum pay item, those requirements will be followed.

b. If other Contract Documents specifically allow a change in payment

Specifications Section 109.2, Elimination of Items, will take precedence.

a. If a Lump Sum pay item is eliminated, the requirements of Standard

quantities, except as follows:

actual final quantities are different from the MaineDOT provided estimated

amount, with no addition or reduction in payment to the Contractor if the

purposes only. Lump Sum pay items will be paid for at the Contract Bid

are estimated quantities and are provided by MaineDOT for informational

22. Quantities included for pay items measured and paid for by Lump Sum

the boring locations.

Data provided may not be representative of the subsurface conditions between

factual and interpretive subsurface information collected at discrete locations.

geotechnical information. The boring logs contained in the plan set present

Bidders' or Contractor's interpretations of, or conclusions drawn from, the

conditions at the construction site. MaineDOT will not be responsible for the

information or interpretations will be representative of actual subsurface

the use of the Bidders and the Contractor. No assurance is given that the

21. Geotechnical information furnished or referred to in this plan set is for

address.

Soils Report 2018-33, September 20, 2018 may be accessed at the MaineDOT web

Replacement of Bog Stream Bridge, State Route 192 over Bog Stream, Northfield,

20. The project geotechnical report titled: Geotechnical Design Report for the

conditions at the time of construction.

information or the conclusions of the report will be representative of actual

information obtained for the subject site. No assurance is given that the

web address. The hydrologic report is based on MaineDOT's interpretation of the

19. The hydrologic report of the bridge site may be accessed at the MaineDOT

bridge during its life span.

construction field changes or any alterations which may have been made to the

construction of the bridge. It is very unlikely that the plans will show any

plans are reproductions of the original drawings as prepared for the

18. The existing bridge plans may be accessed at the MaineDOT web address. The

145

145

145

150

150

150

150

150

150

155

IPF

IPF

IPF

Begin Transition

End Project

Sta. 13+15.00

Begin Project

End Transition

Sta. 11+47.00Limit of Work

Match Existing

Begin Transition

Sta. 10+92.00

Work

Limit of Roadway

Match Existing

End Transition

Sta. 14+27.00

4" White Edge Line

Treatment (Flared)

Low Volume End

É Brg., Abut. No. 1 É Brg., Abut. No. 2

62'-0" Span

9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00

9+

58.6

9

PT

15+

33.6

8

PC

To Machias

Flow

Sta. 12+84.20Sta. 12+22.20

20° Skew

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

005

_General Pla

nUserna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

5OF 34

BRID

GE N

O. 3719

GE

NE

RA

L

PL

AN

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

Driv

e

Gravel

Northfield Rd (Route 192)


Bog Stream

(Gravel)

Tobey Isla

nd

Rd

Border Rotation -29°27'33.37

Clearing Limit

E = 18.33'

T = 250.71'

L = 497.85'

R = 1704.91'

PI = 7+11.55

CURVE DATA #1

(Flared)

Treatment

Low Volume End

Treatment (Flared)

Low Volume End

Extend Culvert

Re-align Ditch

Notes:

Clearing Limit

Clearing Limit

Overlay

Mill and

Remove Existing Utility Pole

CLEARING

FROM TO

13+17 RT

12+19 LT

11+26 RT

9+93 LT

14+56 RT

13+90 LT

12+67 RT

11+41 LT

Mill and Overlay

Remove & Reset Mailbox

C ConstructionL

Scale of Feet

PLAN

25 0 25 50

4" White Edge Line

4" Double Yellow Centerline

the temporary alignment and temporary roadway cross section.

by the grading for the temporary roadway. Refer to the Detour Plan for

1. The Clearing Limit Line along the northern side of Route 192 is dictated

E = 2.76'

T = 141.88'

L = 283.63'

R = 3640.48'

PI = 16+75.57

CURVE DATA #2

Clearing Limit

Habitat Connection Shelf

Shelf

Connection

Habitat

Radius End (R=15ft)

(Typ.)

MaineDOT Standard Details

Toe into Existing Ground per

Plain Riprap,

No. 3719

Bridge

Proposed

Sawcut

SawcutSawcut

Sawcut

Construction

Full Depth

R = 15'

Sta. 14+15, 21' Rt.

Proposed Pole

Limit of Grading

Limit of Grading

Limit of Grading

Rail (typ.)

Transition

Bridge

Type 3c

Guardrail

Type 3c

Guardrail

Limit of Grading

21' Rt.

Sta. 11+75

Pole

Proposed

125

130

135

140

145

150

155

160

165

170

175

180

185

190

195195

125

130

135

140

145

150

155

160

165

170

175

180

185

190

195195

9+00 10+00 11+00 12+00 13+00 14+00 15+00 15+50

9+00 10+00 11+00 12+00 13+00 14+00 15+00 15+50

LOW POINT = STA. 13+19.26

ELEV. = 154.85

PVI =

ST

A. 10

+92.0

1

ELE

V. =

156.6

2

PVI =

ST

A. 11+0

5.15

ELE

V. =

156.2

3

PV

C =

ST

A. 11+12.9

6

ELE

V. =

156.0

6

PVI =

ST

A. 11+6

2.9

6

ELE

V. =

155.0

2

PVT =

ST

A. 12

+12.9

6

ELE

V. =

154.9

7

PVI =

ST

A. 13

+19.2

6

ELE

V. =

154.8

5

PVI =

ST

A. 13

+65.7

0

ELE

V. =

154.8

7

PVI =

ST

A. 14

+27.0

0

ELE

V. =

154.7

3

G = -2.96%

G = -2.09%

G = -0.11% G = 0.04% G = -0.21%

V.C.L. = 100'

E = 0.247'

SD = 1317'

EL. 15

6.3

8

EL. 15

5.8

3

EL. 15

5.4

3

EL. 15

5.15

EL. 15

5.0

0

EL. 15

4.9

5

EL. 15

4.9

3

EL. 15

4.9

0

EL. 15

4.8

7

EL. 15

4.8

5

EL. 15

4.8

6

EL. 15

4.8

5

EL. 15

4.7

9

EL. 15

4.7

4

62'-0" Span

0

SCALE

5025

PROFILE

HORIZ 25

1050VERT 5

Proposed Subgrade

Superstructure

Proposed

and Granular Borrow

Limits of Structural Excavation

Proposed H-Pile (Typ.)

(Typ.)

Plain Riprap

(Typ.)

Abutment

Proposed

Grade

Existing

Grade

Finished

Proposed

Sta. 11+4

7.0

0

Sta. 13

+15.0

0

Sta. 12+22.20

Abut. No. 1

É Brg.

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

006_

Proposed

Brid

ge Profile

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

6OF 34

BRID

GE N

O. 3719

PR

OFIL

E

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

Q1.1 EL. 147.2

Q100 EL. 149.2

Q50 EL. 148.9

Sta. 12+84.20

Abut. No. 2

É Brg.

55' 1.5" Mill & Overlay 112' 1.5" Mill & Overlay168' Project

1.5

1.0

7.50' 1.0'

1.5' (Typ.)

IPF

IPF

IPF

145

145

145

150

150 150

150

150

150

155

3/8" DIA REBAR PLS #360

JOINT 247

1/4" DIA REBAR

POSSIBLE DRIVEWAY MARKER

59

DELINEATOR 3719 1/4" DIA REBAR1 FT HIGH LEANING


18" CMP FAIR

JOINT 7/245

MIXED GROWTH

TOBEY ISLAND

1 FOOT WIDE

15" CMP

1’

WID

E

JOINT 246

15 IN CONC

8" DIA DOWNSPOUTS

8" DIA DOWNSPOUTS

BB-NBS-102

CASED WASH BORING

LEGENDFlow

Route 192

B O G S T R E A M

BB-NBS-101

BB-NBS-103

Scale in Feet

PLAN

25 0 25 50


62’-0" Span

10+00 11+00 12+00 13+00 14+00 15+00 16+00

15+

33.6

8

PC

To Machias

Sta. 12+84.20Sta. 12+22.20

20° Skew

R

NR

0

SCALE

5025

PROFILE

HORIZ 25

20100VERT 10

Vertical Scale has been reduced by �its original.

Boring No.

RQD=

Offset, if sh

own

BOE= Bottom of Exploration

LEGEND

No Refusal

Refusal

if applicable

Weathered Bedrock,

Pavement Thickness, if applicable

of Bedrock Core Sample

Rock Quality Designationof Bedrock

Approximate Top

BOE

BB-NBS-

101

BOE

BB-NBS-

102

BOE

RQD=55%

RQD=63%

RQD=80%

RQD=65%

BB-NBS-

103

120

115

110

105

100

95

90

85

80

75

70

65

60

120

115

110

105

100

95

90

85

80

75

70

65

60

165

125

130

135

140

145

150

155

160

165

125

130

135

140

145

150

155

160

10+00 11+00 12+00

13+00

14+00 15+00

10+00 11+00 12+00 13+00 14+00 15+00

RQD=0%

?

?

?

?

occasional cobbles, (Fill).

Gravelly SAND to SAND, some

Brown, damp, loose to dense,

??

(Glacial Till).

some to trace gravel,

Grey, wet, hard, Sandy SILT,

EL 112.2

Cobble.

Cobble.

Cobble.

Cobble.

EL 107.7

EL 75.6

Rock Mass Quality = Fair.

[Bog Lake Granite]

very close to moderately close, tight.

joints are dipping horizontal to low angle,

Amphibole GRANITE, hard, slightly weathered,

R1: Bedrock: White to grey, medium-grained,

BB-NBS-103:

Rock Mass Quality = Poor

[Bog Lake Granite]

joints are low to steep, close, tight.


R1: Bedrock: White to grey, medium-grained,

BB-NBS-101:


R2: Bedrock: similar to above.

43%

RQD=

7.9’ Lt.

7.4’ Rt.

6.2’ Rt.

Rock Mass Quality = Good.

close to moderately close, tight.

are dipping horizontal to low angle, very

R6:Bedrock: Similar to above except, joints


are dipping low angle to steep.

R7:Bedrock: Similar to above, except joints

gravel, trace silt, (Fill).

dense, SAND, some to little

Brown, damp to wet, loose to

Cobbles.

Cobble.

Cobble.

gravel, some to trace silt, (Glacial Till).

Gravelly SAND to SAND, some

Grey, wet, dense to very dense,

silt, little clay, little gravel, (Glacial Till).

Grey, wet, very dense, SAND, some

Cobble.

R1: – 14" Boulder.

little gravel, (Glacial Till).

Grey, wet, very dense, Silty SAND,

R2: – 18" Boulder.

– 6.3’ Boulder.

Spun Casing through

R3: Cobbles.

R4: Cobbles.

Rock Mass Quality = Very Poor.

[Bog Lake Granite]

and tight.

joints are low to steep, close, cross-cutting


R5:Bedrock: White to grey, medium-grained,

Similar to above, (Glacial Till).

little silt, (Glacial Till).

dense, SAND, some gravel,

Grey, wet, medium to very

gravel, (Glacial Till).

dense, Silty SAND, little

Grey, wet, dense to very

(Glacial Till).

some to trace gravel, cobbles,

Grey, wet, very dense, Silty SAND,

62’-0" Span

Sta. 11+4

7.0

0

Sta. 13

+15.0

0

55’ 1.5" Mill & Overlay 112’ 1.5" Mill & Overlay168’ Project

3.75’

G = -0.21%

Proposed Subgrade

Superstructure

Proposed

(Typ.)

Plain Riprap

Grade

Existing

Grade

Finished

Proposed

Q50 EL. 148.9

Sta. 12+22.20

Abut. No. 1

É Brg.

Q1.1 EL. 147.2

Q100 EL. 149.2

Sta. 12+84.20

Abut. No. 2

É Brg.

LOW POINT = STA. 13+19.26

ELEV. = 154.85

PVI =

ST

A. 10

+92.0

1

ELE

V. =

156.6

2

PVI =

ST

A. 11+0

5.15

ELE

V. =

156.2

3

PV

C =

ST

A. 11+12.9

6

ELE

V. =

156.0

6

PVI =

ST

A. 11+6

2.9

6

ELE

V. =

155.0

2

PV

T =

ST

A. 12

+12.9

6

ELE

V. =

154.9

7

PVI =

ST

A. 13

+19.2

6

ELE

V. =

154.8

5

PVI =

ST

A. 13

+65.7

0

ELE

V. =

154.8

7

PVI =

ST

A. 14

+27.0

0

ELE

V. =

154.7

3

G = -2.96%

G = -2.09%

G = -0.11% G = 0.04%

V.C.L. = 100’

E = 0.247’

SD = 1317’

This generalized interpretive soil profile is intended to convey

trends in subsurface conditions. The boundaries between strata

are approximate and idealized, and have been developed by

interpretations of widely spaced explorations and samples.

Actual soil and bedrock transitions may vary and are probably

logs.

more erratic. For more specific information refer to the exploration

Note:

SHEET NUMBER

OF

IN

TE

RP

RE

TIV

E

SU

BS

UR

FA

CE

PR

OFIL

E

BO

RIN

G

LO

CA

TIO

N

PL

AN

&

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

GE

OT

EC

HDivisio

n:

Filena

me:...\

GE

OT

EC

H\

MS

TA\

007

_B

LP

&IS

P1.d

gn

Userna

me:

Date:1

0/10/2

018

Brandon.Sla

ven

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

WIN

BRID

GE P

LA

NS

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

__

__

_

7

STP-2

169(9

00)

34

21699.0

0

BO

G

ST

RE

AM

BRID

GE

BO

G

ST

RE

AM

NO

RT

HFIE

LD

BRID

GE N

O. 3719

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

B.S

LA

VE

NT.W

HIT

E

__

__

__

__

__

__

__

__

__

__

__

__

JU

N

2018

__

__

__

__

__

__

__

__

__

WA

SHIN

GT

ON

CO

UN

TY

SHEET NUMBER

OF

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

GE

OT

EC

HDivisio

n:

Filena

me:...\

MS

TA\

008

_B

ORIN

G

LO

GS

1.d

gn

Userna

me:

Date:1

0/10/2

018

Brandon.Sla

ven

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

WIN

BRID

GE P

LA

NS

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

__

__

_

8

STP-2

169(9

00)

34

21699.0

0

BO

G

ST

RE

AM

BRID

GE

BO

G

ST

RE

AM

NO

RT

HFIE

LD

BRID

GE N

O. 3719

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

B.S

LA

VE

NT.W

HIT

E

__

__

__

__

__

__

__

__

__

__

__

__

AU

G

2018

__

__

__

__

__

__

__

__

__

BO

RIN

G

LO

GS

WA

SHIN

GT

ON

CO

UN

TY

0

5

10

15

20

25

1D

2D

3D

4D

12/10

24/10

24/14

24/17

5.00 -

6.00

10.00 -

12.00

15.00 -

17.00

20.00 -

22.00

8/50

48/21/15/11

5/9/11/17

13/18/13/15

---

36

20

31

56

31

48

SSA

34

99

80

74

65

67

144

292

118

102

62

57

78

87

94

154.1

146.6

141.1

130.6

5.5" HMA.

0.5

Brown, damp, Gravelly SAND, trace silt, occasional

cobbles, (Fill).

8.0

Grey, wet, very dense, SAND, some gravel, little silt,

(Glacial Till).

13.5

Grey, wet, dense, Silty SAND, little gravel, (Glacial

Till).

Grey, wet, hard, Sandy SILT, trace gravel, (Glacial

Till).

Roller Coned ahead to 25.0 ft bgs.

24.0

G#296516

A-1-b, SM

G#296517

A-4, SM

Maine Department of Transportation Project: Bog Stream Bridge #3719 carries

Route 192 over Bog Stream

Boring No.: BB-NBS-101

Soil/Rock Exploration LogLocation: Northfield, Maine

US CUSTOMARY UNITS WIN: 21699.00

Driller: MaineDOT Elevation (ft.) 154.6 Auger ID/OD: 5" Solid Stem

Operator: Daggett/Niles Datum: NAVD88 Sampler: Standard Split Spoon

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"

Date Start/Finish: 6/13/2018; 07:00-16:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 12+17.4, 7.9 ft Lt. Casing ID/OD: HW-4" Water Level*: 4.0 ft bgs.

Hammer Efficiency Factor: 0.928 Hammer Type: Automatic Hydraulic Rope & Cathead

Definitions: R = Rock Core Sample Su = Peak/Remolded Field Vane Undrained Shear Strength (psf) Tv = Pocket Torvane Shear Strength (psf)

D = Split Spoon Sample SSA = Solid Stem Auger Su(lab) = Lab Vane Undrained Shear Strength (psf) WC = Water Content, percent

MD = Unsuccessful Split Spoon Sample Attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit

U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw Field SPT N-value PL = Plastic Limit

MU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration ValuePI = Plasticity Index

V = Field Vane Shear Test, PP = Pocket PenetrometerWOR/C = Weight of Rods or Casing N60 = SPT N-uncorrected Corrected for Hammer Efficiency G = Grain Size Analysis

MV = Unsuccessful Field Vane Shear Test Attempt WO1P = Weight of One Person N60 C = Consolidation Test

De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vatio

n

(ft.)

Gra

phic

Lo

g

Visual Description and Remarks

Laboratory

Testing

Results/

AASHTO

and

Unified Class.

30

35

40

45

50

5D

6D

7D

8D

24/20

24/19

24/14

24/15

25.00 -

27.00

30.00 -

32.00

35.00 -

37.00

40.00 -

42.00

14/19/29/36

9/18/20/23

11/22/24/28

16/46/46/50

48

38

46

92

74

59

71

142

66

70

71

73

66

67

83

86

97

96

96

87

146

184

RC

115.6

112.2

Grey, wet, very dense, Silty SAND, little gravel,

(Glacial Till).


Similar to above.


Similar to above, except trace gravel.


Cobble from 37.5-37.9 ft bgs.

39.0


Grey, wet, very dense, Silty SAND, some gravel,

(Glacial Till).

42.4

G#296518

A-4, SM

55

60

65

70

75

R1 60/6052.40 -

57.40NQ-2 102.2

97.2

52.4

R1: Bedrock: White to grey, medium-grained, Amphibole

GRANITE, hard, slightly weathered, joints are low to

steep, close, tight.

[Bog Lake Granite]

Rock Mass Quality = Poor.

R1: Core Times (min:sec)

52.4-53.4 ft (5:02)

53.4-54.4 ft (4:52)

54.4-55.4 ft (5:03)

55.4-56.4 ft (5:20)

56.4-57.4 ft (5:10)

57.4

Bottom of Exploration at 57.4 feet below ground surface.

Remarks:

Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1

* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other

than those present at the time measurements were made. Boring No.: BB-NBS-101

Probable Bedrock at 42.4 ft bgs.

0

5

10

15

20

25

1D

2D

3D

4D

5D

6D

7D

8D

R1

24/8

24/10

24/14

24/16

24/9

24/13

24/12

24/22

60/14

1.00 -

3.00

3.00 -

5.00

5.00 -

7.00

7.00 -

9.00

10.00 -

12.00

15.00 -

17.00

17.00 -

19.00

20.00 -

22.00

24.50 -

29.50

11/13/9/7

7/6/6/10

6/4/2/2

2/2/2/2

15/11/16/16

9/17/20/26

33/30/27/29

20/47/45/49

22

12

6

4

27

37

57

92

32

17

9

6

39

54

83

134

SSA

8

15

15

21

18

31

68

54

53

46

24

70

100

157

211

111

158

257

368

241

NQ2

154.1

144.6

137.6

130.1

6" of Pavement

0.5

Brown, damp, dense, SAND, some gravel, trace silt,

(Fill).

Similar to above, except medium dense.

Brown, moist, loose, SAND, little gravel, trace silt,

(Fill).

Brown, wet, loose, SAND, some gravel, trace silt,

(Fill).

10.0

Grey, wet, dense, Gravelly SAND, trace silt, (Glacial

Till).

Grey, wet, very dense, SAND, some gravel, some silt.

17.0

Grey, wet, very dense, SAND, some silt, little clay,

little gravel, (Glacial Till).

6" Cobble

Similar to above.

24.5

14" Boulder

G#304379

A-1-b, SW-SM

G#304380

A-1-a, SW-SM

G#304381

A-1-b, SM

G#304382

A-4, SC-SM






Driller: S. W. Cole Explorations, LLC Elevation (ft.) 154.6 Auger ID/OD: 5" Solid Stem

Operator: J. Lee Datum: NAVD88 Sampler: Standard Split-Spoon

Logged By: N. Strout Rig Type: Deidrich D50 Hammer Wt./Fall: 140#/30"

Date Start/Finish: 05/01/2017 - 05/02/2017 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 12+89.3, 6.2 ft Rt. Casing ID/OD: HW 4"/4.5" NW 3"/3.5" Water Level*: 9.2’ (on 05/02/2017)









De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vatio

n

(ft.)

Gra

phic

Lo

g


Laboratory

Testing

Results/

AASHTO

and

Unified Class.

30

35

40

45

50

9D

10D

R2

24/24

24/24

24/12

30.00 -

32.00

35.00 -

37.00

40.00 -

42.00

20/25/32/44

21/26/40/43

57

66

83

96

SPUN

NQ2

SPUN

125.1

114.6

112.6

29.5

Placed NW spin casing.


(Glacial Till).

Similar to above.

40.0

18" Boulder.

42.0

6.3’ Boulder

55

60

65

70

75

R3

R4

11D

12D

13D

60/18

60/10

17/9

16/8

8/7

50.00 -

55.00

55.00 -

60.00

60.00 -

61.42

65.00 -

66.33

70.00 -

70.67

27/47/100-5"

42/68/100-4"

25/100-3"

- -

- -

- -

NQ2

SPUN

104.6

94.6

50.0

Advanced by rock core through boulder and frequent

cobbles from 50 to 60 ft bgs.

60.0


(Glacial Till).

Frequent cobbles from 62 to 64.5 ft bgs.

Similar to above.

6" Cobble.

Similar to above.

10" Cobble.

Remarks:

Auto-hammer SN #362.

Casing driven using 140# auto-hammer with 30" drop.

Water level recorded prior to drilling on 05/02/2017 with casing to 45 ft bgs.




75

80

85

90

95

100

R5

R6

R7

48/11

60/60

60/60

80.00 -

84.00

84.00 -

89.00

89.00 -

94.00

OPEN

NQ2

75.6

70.6

60.6

79.0

Top of Bedrock at Elev 75.6 ft.

Advanced by rollercone through Bedrock from 79 to 80 ft

bgs.

R5:Bedrock: White to grey, medium-grained, Amphibole

GRANITE, hard, slightly weathered, joints are low to

steep, close, cross-cutting and tight.

[Bog Lake Granite]

Rock Mass Quality = Very Poor.

R5:Core Times (min:sec)

80.0-81.0 ft (3:16)

81.0-82.0 ft (3:54)

82.0-83.0 ft (4:43)

84.0

R6:Bedrock: Similar to above except, joints are dipping

horizontal to low angle, very close to moderately

close, tight.

Rock Mass Quality = Good.


84.0-85.0 ft (5:00)

85.0-86.0 ft (4:02)

86.0-87.0 ft (4:13)

87.0-88.0 ft (4:43)

R7:Bedrock: Similar to above, except joints are dipping

low angle to steep. Rock Mass Quality = Fair.


89.0-90.0 ft (3:41)

90.0-91.0 ft (3:35)

91.0-92.0 ft (3:10)

92.0-93.0 ft (3:15)

94.0







Driller: S. W. Cole Explorations, LLC Elevation (ft.) 154.6 Auger ID/OD: 5" Solid Stem

Operator: J. Lee Datum: NAVD88 Sampler: Standard Split-Spoon

Logged By: N. Strout Rig Type: Deidrich D50 Hammer Wt./Fall: 140#/30"

Date Start/Finish: 05/01/2017 - 05/02/2017 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 12+89.3, 6.2 ft Rt. Casing ID/OD: HW 4"/4.5" NW 3"/3.5" Water Level*: 9.2’ (on 05/02/2017)






MU = Unsuccessful Thin Wall Tube Sample Attempt WOH = Weight of 140 lb. Hammer Hammer Efficiency Factor = Rig Specific Annual Calibration ValuePI = Plasticity Index



Remarks:

Auto-hammer SN #362.

Casing driven using 140# auto-hammer with 30" drop.

Water level recorded prior to drilling on 05/02/2017 with casing to 45 ft bgs.




De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vatio

n

(ft.)

Gra

phic

Lo

g


Laboratory

Testing

Results/

AASHTO

and

Unified Class.

0

5

10

15

20

25

1D

2D

3D

4D

24/12

24/8

24/22

24/18

5.00 -

7.00

10.00 -

12.00

15.00 -

17.00

20.00 -

22.00

2/1/2/2

12/12/5/2

17/18/20/27

17/18/23/30

3

17

38

41

5

26

59

63

SSA

19

10

19

18

56

32

55

36

57

147

63

63

56

68

62

OPEN

HOLE

154.0

145.7

140.7

8" HMA.

0.7

Brown, damp, loose, SAND, some gravel, trace silt.

9.0

Grey, wet, medium dense, SAND, some gravel, little

silt.

14.0


(Glacial Till).

Similar to above.


G#296519

A-4, SM






Driller: MaineDOT Elevation (ft.) 154.7 Auger ID/OD: 5" Solid Stem

Operator: Daggett/Niles Datum: NAVD88 Sampler: Standard Split Spoon

Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"

Date Start/Finish: 6/14/2018; 07:00-15:00 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 12+36.3, 7.4 ft Rt. Casing ID/OD: HW-4"/NW-3" Water Level*: 8.5 ft bgs.









De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vatio

n

(ft.)

Gra

phic

Lo

g


Laboratory

Testing

Results/

AASHTO

and

Unified Class.

30

35

40

45

50

5D

6D

7D

8D

9D

R1

24/15

24/20

24/19

24/20

4.89/4.8

60/60

25.00 -

27.00

30.00 -

32.00

35.00 -

37.00

40.00 -

42.00

45.00 -

45.41

47.00 -

52.00

12/28/39/44

12/12/25/37

8/16/23/33

12/21/28/40

50(4.8")

67

37

39

49

---

104

57

60

76

50

83

NQ-2

107.7

Grey, wet, hard, fine to coarse Sandy SILT, some

gravel, trace small cobbles.


(Glacial Till).

Similar to above.


Similar to above.


Grey, wet, very dense, Silty SAND, some gravel,

(Glacial Till).

Set in NW Casing at 45.0 ft bgs.



47.0

Top of Bedrock at Elev. 107.7 ft.

R1: Bedrock: White to grey, medium-grained, Amphibole

GRANITE, hard, slightly weathered, joints are dipping

horizontal to low angle, very close to moderately

close, tight.

[Bog Lake Granite]


55

60

65

70

75

R2 60/5852.00 -

57.00

97.7


47.0-48.0 ft (5:50)

48.0-49.0 ft (3:12)

49.0-50.0 ft (3:16)

50.0-51.0 ft (3:40)

51.0-52.0 ft (4:02)

R2: Bedrock: similar to above.



52.0-53.0 ft (3:05)

53.0-54.0 ft (3:25)

54.0-55.0 ft (5:00)

55.0-56.0 ft (5:00)

56.0-57.0 ft (5:45)

57.0


Remarks:




145

145

145

150

150

150

150

150

150

155

IPF

IPF

IPF

300.00'300.00'

0+

00.0

0

PO

B

0+

06.3

3

PC

0+

89.9

6PT

1+

87.5

4

PT

2+

70.6

1

PC

3+

65.3

8PC

4+

49.4

0

PT

4+

56.6

6

PO

E


(Gravel)

Tobey Isla

nd

Rd


-2% -2%

Driv

e

Gravel

1+75.00

-2%

É Temporary Detour

É Temporary Detour

2:1 M

ax

2:1 Max

E = 4.45'

T = 42.43'

L = 83.62'

R = 200.00'

PI = 0+48.76

CURVE DATA #1

E = 4.50'

T = 42.67'

L = 84.08'

R = 200.00'

PI = 1+46.12

CURVE DATA #2

E = 4.50'

T = 42.67'

L = 84.08'

R = 200.00'

PI = 3+13.28

CURVE DATA #3

E = 4.49'

T = 42.64'

L = 84.02'

R = 200.00'

PI = 4+08.02

CURVE DATA #4

TR

TRTR

TR

300.00'

CLOSED

ROAD

CLOSED

ROAD

ITEM / PHASE

DUAL ENTRY

FLASH

PREEMPT PRIORITY

DETECTOR

RECALL

PED CLEAR

PED WALK

ALL RED

YELLOW

MAXIMUM 2

MAXMIUM 1

PASSAGE TIME

MINIMUM INITIAL

MOVEMENT

1Ì 2Ì

WB TH EB TH

QUANTITY

AND ARE FURNISHED FOR INFORMATION ONLY.

THE LISTED QUANTITIES ARE APPROXIMATE

TRAFFIC SIGNALS

FURNISH AND INSTALL TEMPORARY

TEMPORARY TRAFFIC SIGNAL CONTROLLER

COMMUNICATIONS DEVICE

SIGNAL TIMING SCHEDULE

ALL

R

Y

G

TEMPORARY INDICATIONS

36"X36"

W20-1

36"X36"

W20-4

36"X36"

W20-1

Varies (12'-0" Min.) 3'-0"

12'-0" Min.

3'-0"

NOTES:NOTE:

M P H

xx

M P H

xx

TEMPORARY DETOUR SECTION

TEMPORARY DETOUR SECTION

1

1

2

DETOUR PLAN

NORTH AND SOUTH OF BOG STREAM)

(LOCATED APPROXIMATELY 250 FEET

NTS

Bridge

NTS

Approaches

TEMPORARY TRAFFIC SIGNALS

STATE ROUTE 192

Scale of Feet

PLAN

25 0 25 50

OFF

N/A

2

-

MAX

N/A

N/A

17

4

N/A

24

17

5

OFF

N/A

1

-

MAX

N/A

N/A

17

4

N/A

24

17

5

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

009_

Detour Pla

nUserna

me:

Date:1

0/2

3/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

9OF 34

BRID

GE N

O. 3719

CO

NC

EP

TU

AL

DE

TO

UR

PL

AN

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

CONTRACTOR.

652. THE DESIGN OF THE DETOUR IS THE RESPONSIBILITY OF THE

SUBMISSION OF A TRAFFIC CONTROL PLAN IN ACCORDANCE WITH SECTION

CONTINUOUS AND EFFECTIVE TRAFFIC CONTROL AS WELL AS THE

PURPOSES ONLY. THE CONTRACTOR IS STILL RESPONSIBLE FOR

THIS DETOUR PLAN IS CONCEPTUAL AND FOR INFORMATIONAL 4)

PUBLIC.

CLEARANCE TIMES IF NECESSARY FOR THE SAFETY OF THE TRAVELING

PROJECT RESIDENT SHALL HAVE THE AUTHORITY TO INCREASE ALL RED

IF A LICENSED PROFESSIONAL ENGINEER CANNOT BE REACHED, THE 3)

NOT REQUIRE A FIELD VISIT.

THAN WHAT IS SHOWN ON THE PLANS. SUCH ADJUSTMENTS MAY OR MAY

ENGINEER IF OPERATION IN THE FIELD REQUIRES TIMING DIFFERENT

THE TIMING MAY BE CHANGED BY A LICENSED PROFESSIONAL 2)

B) 25 MPH AVERAGE SPEED

A) 500 FEET BETWEEN STOP BARS AND

CLEARANCE TIMING INCLUDE:

THE ASSUMPTIONS USED IN ESTABLISHING THE ALL RED 1)

EQUIPMENT AND WORK ITEMS 643.72

36"X18"

G20-2

36"X18"

G20-2

36"X36"

W20-4

3+

54.7

0PT

1+

03.4

5PC

36"X36"

W3-3

40.00'300.00' 50.00'

300.00' 300.00' 300.00' 300.00'

9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00

Temp. Barricade Travel Way (Typ.)

Approx. Edge of Temp.

Bridge

Temporary

One Lane

Subbase Course Gravel

12" Min. Aggregate

Barrier (Typ.)

Temporary Concrete

(Contractor Designed)

Temporary Bridge

Ordinary Borrow

Existing Ground

Abutment (Typ.)

Temporary

Temporary Detour (Typ.)

Clearing Limit for

Barrier (Typ.)

Temporary Concrete

(Typ.)

Cushions

Crash

Temp. Barricade

Temporary Detour (Typ.)

Toe of Slope for

grading) (Typ.)

impacts and slope

(minimize wetland

Temporary Shielding

(Typ.)

Traffic Signals

Install Temp.

Construction Work Zone

24" White Stop Bar (Typ.)50.00'50.00'

24"X36"

R10-6

24"X36"

R10-6

36"X36"

W1-3

36"X36"

W3-3

24"X24"

W13-1P

36"X36"

W1-3

24"X24"

W13-1P

48"X30"

R11-2

48"X30"

R11-2

48"X24"

W1-6

48"X24"

W1-6

145

145

145

150

150

150

150

150

150

155

IPF

IPF

IPF

Bog Stream

Bog Stream

140

145

150

155

160

165165

140

145

150

155

160

165165

0+00 1+00 2+00 3+00 4+00 5+00

0+00 1+00 2+00 3+00 4+00 5+00

EL. 160.0

8

EL. 159.1

3

EL. 158.0

9

EL. 156.8

0

EL. 154.6

3

EL. 150.0

6

EL. 148.9

8

EL. 148.4

5

EL. 148.3

7

EL. 145.6

8

EL. 146.6

7

EL. 146.5

6

EL. 146.6

4

EL. 146.9

8

EL. 149.5

2

EL. 154.4

8

EL. 154.7

8

EL. 154.7

6

EL. 154.7

4

EL. 16

0.0

8

EL. 15

9.16

EL. 15

8.3

4

EL. 15

7.6

5

EL. 15

7.0

8

EL. 15

6.6

4

EL. 15

6.3

3

EL. 15

6.13

EL. 15

5.9

6

EL. 15

5.7

9

EL. 15

5.6

2

EL. 15

5.4

5

EL. 15

5.2

8

EL. 15

5.12

EL. 15

4.9

9

EL. 15

4.8

9

EL. 15

4.8

2

EL. 15

4.7

7

EL. 15

4.7

4

PVI =

ST

A. 0+0

0.0

0

ELE

V. =

160.0

8

PV

C =

ST

A. 0+15.6

0

ELE

V. =

159.5

0

PVI =

ST

A. 0+9

0.6

0

ELE

V. =

156.7

1

PV

T =

ST

A. 1+65.6

0

ELE

V. =

156.2

0

PV

C =

ST

A. 2

+94.7

4

ELE

V. =

155.3

1

PVI =

ST

A. 3

+69.7

4

ELE

V. =

154.8

0

PVT =

ST

A. 4+4

4.7

4

ELE

V. =

154.7

4

PVI =

ST

A. 4+5

6.6

6

ELE

V. =

154.7

3

G = -3.72%

G = -0.69%

G = -0.07%

V.C.L. = 150'

E = 0.569'

SD = 333'

V.C.L. = 150'

E = 0.115'

SD = 960'

9+00 10+00 11+00 12+00 13+00 14+00 15+009+

58.6

9

PT

15+

33.6

8

PC



(Gravel)

Tobey Isla

nd

Rd

Driv

e

Gravel

Flow

Scale of Feet

25 0 25 50

5 0 5 10

PROFILE

Horiz.

Vert.

Scale of Feet

PLAN

25 0 25 50

Notes:

Q1.1 EL. 147.2

Q100 EL. 149.2 Q50 EL. 148.9

Temp. Abutment

Temp. Abutment

Temp. Bridge

Temporary Roadway Grade

Existing Ground

Roadway Grade

Temporary

É Temporary Roadway

Temporary Bridge

Temp. Fill

Temp. Fill

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

010_

Detour Brid

ge Profile

&

Gradin

gUserna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

10OF 34

BRID

GE N

O. 3719

&

GR

ADIN

G

TE

MP

OR

AR

Y

PR

OFIL

E

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

Abut. No. 1

É Temp Brg.

Abut. No. 2

É Temp Brg.

75'-0" Approximate Span

510.

temporary bridge as specified in Section

for the design of the Special Detour and

only. The Contractor is still responsible

conceptual and for informational purposes

3. The temporary bridge shown is

structure, etc., refer to the Detour Plan.

temporary roadway alignment, width,

2. For additional details regarding

temporary bridge for traffic management.

accommodate the temporary roadway and

convey the grading necessary to

1. This plan and profile are intended to

150

150

155

155

155

155

6'-0"

8'-7" (Left Wingwall)

7'-11ƒ" (Right Wingwall)

5'-2•" (Left Wingwall)

13'-5‚" (Right Wingwall)

4'-0†

"

7'-4†

" (L

eft

Win

gwall)

7'-4" (Rig

ht

Win

gwall)

É Brg., Abut. No. 1

1'-6

"1'-6

"

É Construction

-2%-2%

15'-9•"14'-8…"

4'-0†

"7'-4"

É Construction

(Typ.)

11‚

"

3'-0"

STA. 12+22.20

20°0'0"

34'-0ƒ"

Profile Grade El = 151.66

Level

Jacket (Typ.)

2'-0" Ì Concrete

10'-0"10'-0"10'-0"

Bearing Pad (Typ.)

1'-0" x 1'-0" Elastomeric

Typ.

2'-4"

Beam

Sla

b Shelf

6"

Approach

Typ.

1'-8" Curb

4'-0†

"7'-4"

11'-5†

"

Left

Win

gwall

13'-9†

"

5'-3‡" 3'-2‚" 5'-3‡" 3'-1„" 5'-3‡" 3'-2‚" 5'-3‡"

10'-0" 5'-0" 5'-0" 10'-0"

7'-3‡"

16'-7•

"

Left

Win

gwall

8'-10

†"

Rig

ht

Win

gwall

21'-5

"

El = 155.39

Rig

ht

Win

gwall

18'-10

"El = 150.00

El = 151.38 Lt.

El = 151.34 Rt.

Outside Face

Measured along

End Diaphragm not shown for clarity.

El = 155.42

ABUTMENT NO. 1 PLAN

ABUTMENT NO. 1 FRONT ELEVATION

Bearing Pads

Btm Of Cap

El = 144.00

Top Of Cap

El = 151.34

Top Of Pile (Typ.)

El = 146.00

HP 14x117

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

011_

Abut

ment_

No.1

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

11OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

AB

UT

ME

NT

NO.

1

PL

AN

&

EL

EV

ATIO

N

Top Of Cap

El = 151.33

ABUTMENT WING ELEVATION

to be placed with Curb

Portion of Concrete

Deck and End Diaphragm

to be placed with

Portion of Concrete

Abutment Beam Seat

to be placed with

Portion of Concrete

HP 14x117

Right Wing shown; Left Wing similar

Top of Wingwall

El = 154.40

Wingwall

Top of

El = 154.43

ABUTMENT NOTES

to related items. Fill concrete may be used for the concrete jackets.

of the piles will not be paid for separately, but will be considered incidental

9. Work and materials required to construct the concrete jackets near the top

portion of the Wingwalls.

8. The End Diaphragm is to be poured at the same time as the upper

for Underwater Backfill. Pay limits will be as shown in these Plans.

7. Abutments and wingwalls shall be backfilled with Granular Borrow, Material

Section 620, Drainage Geocomposite.

the approach slab seat elevation and in accordance with Special Provision

6. Install drainage geocomposite behind the abutments and wingwalls up to

Standard Details Section 502.

5. Cover joints where waterstops are not required in accordance with

concrete.

shown in Standard Details Section 526, prior to the placement of the curb

4. The Contractor shall install Transition Barrier vertical closed stirrups, as

location.

3. Provide 4 additional stirrups in the curbs at each Transition Barrier

maximum spacing. The exact location will be determined by the Resident.

2. Place 4-in. diameter drains in the breastwall and wingwalls at 10-ft

walls and 3 inches on the bottom unless otherwise noted.

1. Reinforcing steel shall have a minimum concrete cover of 2 inches in the

On

Btm

3"

Cover

(Typ.)

(Space around Piles)

4 ~ A800

6 ~ A800 @ 12" (E.F.)

Jacket (Typ.)

2'-0" Ì Concrete

É Brg., Abut. No. 1É Brg., Abut. No. 1

4 ~ A800

(w/ Set "B")

46 ~ Set "A" @ 9"

(w/ Set "A")

46 ~ Set "B" @ 9"

38~A650 @ 9" (Typ.)

& Set "B"

3" Begin Set "A"

12 ~ A853 @ 6" E.F.

@ 6" E.F.

10 ~ A852

(Typ. @ Piles)

8~A654 N.F. @ 9"

8~A653 F.F. &

@ 6" E.F.

12 ~ A854

@ 6"

16 ~ A855

@ 6"

16 ~ A856

@ 6"

4 ~ A857 4 ~ A858 @ 6"

6 ~ A658 @ 12" Bot.

6 ~ A656 @ 12" F.F.

6 ~ A602 @ 12" N.F.

4 ~ A658 @ 12" Bot.

4 ~ A655 @ 12" F.F.

8 ~ A601 @ 12" N.F.

5 ~ A658 @ 12" Bot.

5 ~ A655 @ 12" F.F.

8 ~ A601 @ 12" N.F.

14 ~ A658 @ 12" Bot.

14 ~ A657 @ 12" F.F.

14 ~ A603 @ 12" N.F.

10 ~ A851 @ 6" E.F.

1'-8"

2'-4"

4~

A857

@ 6" Left

Win

g

4~

A858

@ 6"

Rig

ht

Win

g

1'-0

‡"

Varies

A658 @ 12"

F.F.N.F.

N.F.F.F.

LEFT WING PLAN

8'-7"5'-2•" 7'-11ƒ" 13'-5‚"

A602

A656

A601

A655 A854

A852 or

A657

A853

A851 or

A601

A655

A603

A855

A856

@

A600

2'-5"

MIN. Splice

2'-0"

N.F.F.F.

1'-6"

1'-6"1'-6"

N.F.F.F.

3'-0"

Slab Seat

6" Approach

Beam

End Diaphragm

Front face of End Diaphragm

Back face of

Jacket (Typ.)

2'-0" Ì Concrete

around Piles

4~A800 Spa.

A600 @ 9"

A651 @ 9" A652 @ 9"

A600 @ 9"

The End Diaphragm is not shown for clarity.

around Piles

4~A800 Spa.

7'-4"

Min.

7'-8"

Max.

Evenly

4 ~ A800Evenly

4 ~ A800

@ 9"

A600

9" Horizontal

12" Vertical

A450 Ties at

6 ~

A800

@ 12

" (E.F.)

6 ~

A800

@ 12

" (E.F.)

@ 9"

A600

9" Horizontal

6" Vertical

A450 Ties at

@ 9"

A650

@

A600

Typ.

2'-5"

MIN. Splice

@ 9"

A653

@ 9"

A654

ABUTMENT NO. 1 REINFORCEMENT

SECTION A-A

SECTION B-B

Spaced

("A" Sets @ Abutment)

("B" Sets @ Abutment)

A

B

B

A



DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

012

_Abut

ment_

No.1 Reinf

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

12OF 34

BRID

GE N

O. 3719

REIN

FO

RC

EM

EN

T

AB

UT

ME

NT

NO.

1

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

RIGHT WING PLAN

C

C

LEFT WING ELEVATION RIGHT WING ELEVATION

Spaced

NOTE

E.F. denotes "Each Face" to elevation.

F.F. denotes "Far Face" to elevation.

N.F. denotes "Near Face" to elevation,

SECTION C-C

PILE NOTES

related Contract items.

obstructions, cobbles, and boulders shall be made incidental to

obstructions may be used as approved by the Resident. Removal of

by conventional excavation methods. Alternative methods to clear

they may be cleared by preaugering, predrilling, down-hole hammers, or

encountered prior to reaching the minimum required pile tip elevation,

abutment locations and impede pile driving operations. If obstructions are

8. Cobbles and boulders may be encountered at either of the proposed

with a minimum pile tip elevation of 110.0.

501. Piles at Abutment No. 2 shall be driven to the required resistance

on or within bedrock in accordance with Standard Specification Section

7. Piles at Abutment No. 1 shall be driven to the required resistance

production pile driven at each abutment.

Specifications. The dynamic tests shall be performed on the first

axial pile load divided by a resistance factor of 0.65 per LRFD

the piles. The required nominal resistance for the pile is the factored

and 24-hour (minimum) restrike tests to confirm the nominal resistance of

6. The Contractor shall perform 2 dynamic load tests with signal matching

the wave equation analyses and the proposed driving system.

shall include the proposed stopping criteria for each abutment, based on

maximum allowable driving stress is 0.90 times Fy. The submittal analysis

one for each abutment, for review and acceptance by the Resident. The

5. The Contractor shall perform and submit two wave equation analyses,

Rock Injector Pile Tip.

equipped with a pile tip in accordance with Special Provision 501,

and 711.1 H-Beam Piles, Splices, and Tips. Abutment 2 piles shall be

with Standard Specification Subsection 501.048 - Prefabricated Pile Tips

4. Abutment No. 1 piles shall be equipped with a pile tip in accordance

for each test pile to accommodate dynamic pile testing equipment.

The order lengths of the piles shall include an additional 5 feet of length

Abutment No. 2: 4 - HP 14x117 @ 56 feet

Abutment No. 1: 4 - HP 14x117 @ 36 feet

3. Estimate of piles required:

2. H-pile material shall be ASTM A 572, Grade 50.

1. The maximum factored pile load is 317 kips

2 - A600

Set A

Set B

1 - A652

1 - A651

6'-0"

8'-7„" (Left Wingwall)

7'-11ƒ" (Right Wingwall)

11'-6•" (Left Wingwall)

13'-5‚" (Right Wingwall)

4'-0†

"

7'-3•

" (L

eft

Win

gwall)

7'-2‡

" (Rig

ht

Win

gwall)

Beam

ABUTMENT NO. 2 FRONT ELEVATION


1'-6

"1'-6

"

É Construction

15'-10„"14'-8•"

É Construction

4'-0†

"7'-3

…"

-2%-2%

Btm. Of Cap

El = 144.00

Top Of Cap

El = 151.28

Sta. 12+84.20

Jacket (Typ.)

2'-0" Dia. Concrete

20°0'0"

34'-0ƒ"

Top Of Cap

El = 151.26

10'-0"10'-0"10'-0"

4'-0†

"7'-3„

"3'-0" Level

Typ.

2'-4"

El = 151.59

Profile Grade

Bearing Pad (Typ.)

1'-0" x 1'-0" Elastomeric

Sla

b Shelf

6"

Approach

Typ.

1'-8" Curb

(Typ.)

11‚

"

Left

Win

gwall

20'-1†

"

Rig

ht

Win

gwall

18'-10

"

17'-5"

Left

Win

gwall

15'-2†

"

5'-3‡" 3'-2‚" 5'-3‡" 3'-1„" 5'-3‡" 3'-2‚" 5'-3‡"

10'-0" 5'-0" 5'-0" 10'-0"

7'-3‡"

20'-1•

"

Rig

ht

Win

gwall

21'-5

"

El = 155.33

El = 150.00

Outside Face

Measured along

El = 151.31 Lt.

El = 151.29 Rt.

El = 155.30

ABUTMENT NO. 2 PLAN

Bearing Pads

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

013

_Abut

ment_

No.2

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

13OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

AB

UT

ME

NT

NO.

2

Top of Pile (Typ.)

El.= 146.00

PL

AN

&

EL

EV

ATIO

N

to be placed with Curb

Portion of Concrete

Deck and End Diaphragm

to be placed with

Portion of Concrete

Abutment Beam Seat

to be placed with

Portion of Concrete

HP 14x117

HP 14x117

Right Wing shown; Left Wing similar

ABUTMENT WING ELEVATION

Top of Wingwall

El = 154.31

Wingwall

Top of

El = 154.29




(w/ Set "B")

46 ~ Set "A" @ 9"

6 ~ B800 @ 12" (E.F.)

Jacket (Typ.)

2'-0" Ì Concrete (w/ Set "A")

46 ~ Set "B" @ 9"

38~B650 @ 9" (Typ.)

(Typ.)

On

Btm

3"

Cover

& Set "B"

3" Begin Set "A"

1'-6"

Slab Seat

6" Approach 1'-6"

End Diaphragm

Back face of

B651 @ 9" B652 @ 9"

End Diaphragm

Front face of

Beam

N.F.

Jacket (Typ.)

2'-0" Ì Concrete

around Piles

4~B800 Spa.

F.F.

B600 @ 9"

3'-0"

@ 6" E.F.

10 ~ B85210 ~ B851 @ 6" E.F.

12 ~ B853 @ 6" E.F.

7'-3„

"Min.

7'-7„

" Max.

4 ~ B800

(Typ. @ Piles)

8~B654 N.F. @ 9"

8~B653 F.F. &

(Space around Piles)

4 ~ B800

Evenly

4 ~ B800

6 ~

B800

@ 12

" (E.F.)

@ 9"

B600

@ 9"

B653

@

B600

Typ.

2'-5"

MIN. Splice

@ 9"

B654

@ 6" E.F.

12 ~ B854

@ 6"

16 ~ B855

@ 6"

16 ~ B856 @ 6"

4 ~ B858 4 ~ B857 @ 6"

12 ~ B658 @ 12" Bot.

12 ~ B656 @ 12" F.F.

12 ~ B602 @ 12" N.F.

4 ~ B658 @ 12" Bot.

4 ~ B655 @ 12" F.F.

8 ~ B601 @ 12" N.F.

14 ~ B658 @ 12" Bot.

14 ~ B657 @ 12" F.F.

14 ~ B603 @ 12" N.F.

5 ~ B658 @ 12" Bot.

5 ~ B655 @ 12" F.F.

8 ~ B601 @ 12" N.F.

1'-6"2'-0"

N.F.

around Piles

4~B800 Spa.

@

B600

2'-5"

MIN. Splice

F.F.

B600 @ 9"

Evenly

4 ~ B800

9" Horizontal

12" Vertical

B450 Ties at

6 ~

B800

@ 12

" (E.F.)

@ 9"

B600

9" Horizontal

6" Vertical

B450 Ties at

@ 9"

B650

SpacedSpaced

2'-4"

1'-8"

Varies

1'-0

‡"

4~

B858

@ 6" Left

Win

g

4~

B857

@ 6"

Rig

ht

Win

g

A658 @ 12"

LEFT WING PLAN

8'-7"11'-6•" 7'-11ƒ" 13'-5‚"

N.F.F.F. F.F.N.F.

B602

B656

B601

B655

B855B856

B854

B852 or

B853

B851 or

B655

B601

B657

B603

The End Diaphragm is not shown for clarity.

ABUTMENT NO. 2 REINFORCEMENT

SECTION A-A

SECTION B-B

NOTES:

("A" Sets @ Abutment)

("B" Sets @ Abutment)

A

A

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

014

_Abut

ment_

No.2

Reinf

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

14OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

REIN

FO

RC

EM

EN

T

AB

UT

ME

NT

NO.

2

B

B

LEFT WING ELEVATION RIGHT WING ELEVATION

RIGHT WING PLAN

E.F. denotes "Each Face" to elevation.

F.F. denotes "Far Face" to elevation.

N.F. denotes "Near Face" to elevation,

1. See Drawing 10 for Pile Notes.

C

C

C

C

SECTION C-C

2 - B600

Set A

Set B

1 - B652

1 - B651

8" Sla

b

AS601

1" Cl.

AS502

AS651 @ 12"

26'-4"

1" Ì Plastic Tube Drains @ 5'-0"

3" Min. 30 ~ AS651 @ 12" 3" Min

3" Min. 3" Min30 ~ AS601 @ 6"

Abutment Backwall

1'-9"

15'-6

"

(Typ.)

2" Cl.

3"

3"

15OF 34

É Drain

Brid

ge

Divisio

n:

Filena

me:...\

015

_Approach Sla

b

Details

Userna

me:

Date:1

0/10/2

018

tksandell

AP

PR

OA

CH

SL

AB

DE

TAIL

S

APPROACH SLAB REINFORCEMENT - PLAN

APPROACH SLAB REINFORCEMENT - SECTION SHEET NUMBER

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

BO

G

ST

RE

AM

WA

SHIN

GT

ON

CO

UN

TY

DE

SIG

N-

DE

TAIL

ED

PR

OJ.

MA

NA

GE

R

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

E.

LO

WE

LL

J.

SO

CH

AN

EK

T.

SA

ND

EL

L

PA

UL

YU

BY

DA

TE

10\

2018

10\

2018

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

BRID

GE N

O. 3719

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

16 ~

AS502

@ 12

"

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

016_

Prestressed_

NE

XT

_Bea

ms

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

16OF 34

BRID

GE N

O. 3719

PR

EC

AS

T

NE

XT

BE

AM

S

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

10‚" 10‚"

1'-1•" 3'-10•" 1'-1•"

2'-0"

4"

FASCIA OVERHANG DETAIL

4" (T

yp.)

R

NEXT 28 F BEAM SECTION

•" Drip Notch 3"

62'-0" horizontal span length

63'-0ƒ" girder length measured along Profile Grade

6" 6"


1'-6"

1'-6

"2'-0"


Vent ducts (Typ. both ends ~ Adjust to clear reinforcing)É 4 ~ 4"o

20° Skew

É

NE

XT

Bea

m

•" Chamfer

1'-3" 3'-9" 1'-3"

(See Note No. 6)

Roughen surface

‚" Draft

Typ.

11" 11"

ELASTOMERIC BEARING PAD NOTES

edition of the AASHTO LRFD Bridge Construction Specifications, Section 18.2.

3. Elastomeric Bearing Pads shall conform to the requirements of the latest

A Durometer hardness of 70.

2. The Elastomer shall have a shear modulus of 260 psi +/- 15% and a Shore

inches tall.

1. Elastomeric Bearing Pads shall be 12 inches by 12 inches in plan and 1‚

7" Chamfer, Typ.

PRECAST CONCRETE SUPERSTRUCTURE NOTES

ASTM A 615, Grade 60.

may be substituted for the welded wire fabric. Reinforcing steel shal1 be

8. A mat of mild reinforcing steel #4 bars @ 12 inches in both directions,

debonded 6 inches from the end of the beam.

7. A maximum of 50 percent of the strands in the bottom 5 rows may be

elevations.

size shall be left to facilitate taking elevations for setting bottom of slab

the centerline of each beam. At these locations, a flattened area of sufficient

raked to a surface roughness of ± ‚ inch, except at 10 ft. increments along

6. The top surface of the upper flange of the prestressed beams shall be

actuated tools on the beams will not be permitted.

5. The drilling of holes in the prestressed beams and the use of powder

otherwise noted.

4. Reinforcing steel shall have a minimum concrete cover of 2 inches unless

44 kips per prestressing strand.

3. Prestressing strands shall be 0.6-in. diameter. The tensioning force is

Prestressed Concrete Superstructure - Camber.

at erection is 2‡ inches. Refer to Special Provision Section 535, Precast,

2. The estimated camber at release is 2.0 inches and the estimated camber

be found at http:/www.pcine.org.

NORTHEAST (PCINE). Standardized section properties and details may

1. NEXT F Beams are a non - proprietary shape developed by PCI

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

017

_Prestressed_

NE

XT

_Bea

ms

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

17OF 34

BRID

GE N

O. 3719

PR

EC

AS

T

NE

XT

BE

AM

S

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

62'-0" horizontal span length

63'-0ƒ" girder length measured along Profile Grade

6"


1'-6"

1'-6

"2'-0"

NEXT 28 F BEAM PART REINFORCING ELEVATION

NEXT 28 F BEAM TYPICAL REINFORCING SECTION

NEXT 28 F BEAM END REINFORCING SECTION

4" Typ.

2.5

"

2" (Typ.)

2" (T

yp.)

8~#4 Bars equally spaced~8'-0" long

End Zone Reinforcing

Debonded Strand Length:

Prestress Strand:

40 Prestress Strands Total

Bar Reinforcement:

4'-0"

8'-0"

12'-0"

of fla

nge

2"

Mid-h

eig

ht

(Typ.

@

Both Ste

ms)

2" cover

(Typ. @ both stems)

10'-0" of beam

(20"x10") for first

#5 L bars @ 6"

(WWF) @ mid-depth of flange

4x4 W4xW4 Welded Wire Fabric

(Typ. @ both stems)

#4 Shear stirrups

NEXT 28 F BEAM PART REINFORCING PLAN

spaced @ 3" = 1'-9"

Bundled #4 stirrups

#4 Stirrups spaced @ 9"= 1'-3"

spaced @ 3"

#4 stirrups

4" (Max.) #4 Bars spaced @ 6" = 3'-6"

in each stem

2~#4 Bars

2~#4 Bars

Horizontal legs extend 3'-4"

end zone verticals

Additional #4 -shaped

(Typ. @ both stems)

10'-0" of beam

(10"x10") for first

#5 J bars @ 6"

É 4 ~ 4" Ì Vent ducts (Typ. both ends ~ Adjust to clear reinforcing)

2~#4

Bars

12"

Clear Cover

1" Min.

L Bar

Stirrup &

0" between

Horizontal legs extend 3'-4"

(Typ. @ both stems)

end zone verticals

Additional #4 -shaped

(Typ.)

10"

Length of Beam

#4 Bars Full

strands at each stem

Extend all bonded P/S

(Max.)

4"

= 3'-6"

#4 Bars @ 6"

10'-0"

Bridge Rail Post (Typ.)

B1

B2

B3

B4

Barrier (Typ.)

Concrete Transition

19'-8•"62'-0"12'-3‡"

18'-7‡"62'-0"19'-8•"

28 F Beam (Typ.)

Precast NEXT

Precast NEXT Beam

Seal Material as Required

Traffic / Bicycle (Typ.)

Steel Bridge Railing, 3-Bar

6'-4"1'-6"6'-4„"10 Spaces @ 8'-0" = 72'-0"6'-4„"1'-6"6'-4"

6'-4"1'-6"3'-2„"10 Spaces @ 8'-0" = 72'-0"3'-2„"7'-10"

SUPERSTRUCTURE PLAN

TRANSVERSE SECTION NEXT BEAM GAP FORM DETAIL


Dimensions are horizontal

É Constr

uction

16'-0"16'-0"

1'-8"14'-4"14'-4"1'-8"

B1B2 B3

B4

-2%

(Typ.)

9"

Reveal

•"± •" Tolerance

CIP Slab

Ca

mber

Differential

-2%

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

018

_S

uperstructure

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

18OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

with 1" Integral Wearing Surface

(9" Midspan, 10…" at abutments)

Variable Depth Structural Concrete Slab

PL

AN

&

EL

EV

ATIO

N

SU

PE

RS

TR

UC

TU

RE

SUPERSTRUCTURE NOTES

prior to the placement of curb concrete.

stirrups, as shown in these Plans and the Standard Details,

6. The Contractor shall install Transition Barrier vertical closed

Concrete Bridges.

502.261, Structural Concrete Roadway and Sidewalk Slabs on

5. End Diaphragm concrete will be paid for under Item No.

both end diaphragms, has been made.

and shall be kept plastic until the entire placement, including

4. The superstructure slab concrete shall be placed continuously

2 inches unless otherwise noted.

3. Reinforcing steel shall have a minimum concrete cover of

joint between the curb and slab.

2. Form a one inch V-groove on the fascias at the horizontal

Precast, Prestressed Concrete Superstructure - Camber.

adjusted in accordance with Special Provisions Section 535,

1. The deck thickness and curb stirrup dimensions shall be

11‡

" Abutm

ents

10•

" Mid Span

8"

11‡

" Abutm

ents

10•

" Mid Span

8"

É Construction

Deck

Level

Deck

Level

6" 6"

(64 runs of 1 each

@ 6" ~

Botto

m)

(32 runs of 1 each

@ 12

" ~ Top)

106 ~ S601g @ 6" (Top)

2'-10"

2'-10"

@ 6" (Top & Bottom) @ 6" (Top & Bottom)

(Top, each Abutment)

106 ~ S601g @ 6" (Bottom) 20 ~ S602g - S621g

96 each ~ S622g, S623g

6 ea. ~ S501g, S502g (3 runs of 1 each in both curbs)

252 ~ S651s (126 @ 6" in both overhangs - Top)

10 ~ S624s @ 3"

20 ~ S602g - S621g



Dimensions are horizontal

É Constr

uction

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

019_

Superstructure

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

19OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

REIN

FO

RC

EM

EN

T

SU

PE

RS

TR

UC

TU

RE

End Diaphragm)

ED751 (see

End Diaphragm)

ED751 (see

DECK REINFORCING PLAN

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

02

0_

Superstructure

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

20OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

REIN

FO

RC

EM

EN

T

SU

PE

RS

TR

UC

TU

RE

4„" 25 Spaces @ 6"

6"

12"

@ 6"

6 Spaces

@ 12"

5 Spaces

@ 6"

4 Sp.

6"

6"

@ 12"

5 Spaces

@ 12"

5 Spaces

@ 6"

6 Spaces

@ 12"

3 Sp. 12" 12"

@ 6"

6 Spaces

@ 6"

6 Spaces

@ 12"

2 Sp. 6"

2„"

@ 6"

11 Spaces

@ 12"

5 Spaces

@ 12"

5 Spaces

@ 12"

5 Spaces

@ 6"

6 Spaces

@ 12"

3 Spaces

@ 6"

6 Spaces

@ 6"

6 Spaces

6"

12" 12"

-@ 6"

5 Spaces

6"

@ 12"

2 Sp. 6"

@ 12"

2 Sp.6"

@ 6"

6 Spaces

@ 6"

6 Spaces

@ 12"

5 Spaces

@ 6"

3 Sp.

6"

@ 12"

5 Spaces

2 Sp. @ 6"

@ 12"

2 Sp.

6"

@ 6"

23 Spaces 4‚"

6"

@ 12"

2 Sp.

6"

@ 6"

3 Sp.

@ 12"

5 Spaces

@ 6"

6 Spaces

@ 12"

2 Sp. 12"

@ 12"

2 Sp.

@ 6"

6 Spaces

@ 12"

5 Spaces

2 Sp. @ 6" 6"

25 Spaces @ 6" 2‚"

CURB STIRRUP LAYOUT PLAN - WEST HALF

CURB STIRRUP LAYOUT PLAN - EAST HALF

MA

TC

HLIN

E

MA

TC

HLIN

E

2 Sp. @ 6"

26 - S554s 17 - S553s 16 - S552s 21 - S551s

12 - S554s 15 - S553s 18 - S552s 14 - S551s

17 - S552s 16 - S553s 24 - S554s

5 - S551s 17 - S552s 16 - S553s 26 - S554s

S601g

HALF DECK REINFORCING SECTION

Symmetrical about É Construction

S601g

S622g OR S623g

S622g OR S623g

É Construction

2•

" Cl.

1" Cl.

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

02

1_

Superstructure

Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

21OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

REIN

FO

RC

EM

EN

T

SU

PE

RS

TR

UC

TU

RE

S501g or S502g

S551s - S554s

S651s

22~ED551 spliced to abutment #5 bars

ED554

64~ED751 spliced to abutment back face bars @ 9" (Abutment No. 1 end)

64~ED751 spliced to abutment back face bars @ 9" (Abutment No. 2 end)

ED554

END DIAPHRAGM REINFORCING ELEVATION

END DIAPHRAGM REINFORCING ELEVATION

(3 @ 12" between stems)

9~ED552

Abutment No. 1 Front Face shown; Abutment No. 2 similar

(3 @ 12" outside of end stems)

6~ED555

Abutment No. 1 Back Face shown; Abutment No. 2 similar

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

02

2_

End

Dia

phrag

mUserna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

22OF 34

BRID

GE N

O. 3719

REIN

FO

RC

EM

EN

T

EN

D

DIA

PH

RA

GM

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

(3 @ 12" between stems)

12~ED553

3~ED601 @ 12"

Elastomeric Bearing Pad

ED551

ED601

or

ED552

ED553

Elastomeric Bearing Pad

ED551

or

ED552

ED553

ED601

End Diaphragm End Diaphragm

ED751 ED751

Sla

bN

EX

T

Bea

m

Approach Slab (Typ.)

1'-6"1'-6" 1'-6" 1'-6" 6"6"

#6 @ 6" Top & Bottom #6 @ 6" Top & Bottom

S622g or S623g

S622g or S623g S622g or S623g

S622g or S623g

LONGITUDINAL SECTION


REIN

FO

RC

EM

EN

T

LO

NGIT

UDIN

AL

SE

CTIO

N

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

02

3_

Longitudin

al Sectio

nUserna

me:

Date:1

0/10/2

018

tksandell

23OF 34

NO

RT

HFIE

LD

ST

AT

E

RO

UT

E

19

2

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

PIN

WIN 0

21699.0

0HIG

HW

AY P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

Brid

ge

Divisio

n:

Filena

me:...\

02

4_

Reinforcin

g Schedule

Userna

me:

Date:1

0/10/2

018

tksandell

QTY. LENGTH TYPE A B C D E F G H O R LOCATION

BENT BARS

MARKMARK QTY. LENGTH LOCATION

STRAIGHT BARS

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

24OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

ST

EE

L

SC

HE

DU

LE

REIN

FO

RCIN

G

MARK QTY. LENGTH LOCATION

GENERAL NOTES

TYPE - BENDING DIAGRAMS

MARK QTY. LENGTH LOCATION QTY. LENGTH TYPE A B C D E F G H O R LOCATIONMARKMARK QTY. LENGTH LOCATION

B

A

L

1

1

AB

C

D

E

SJ

A

B

C

D

E

F

EP

G

D

HB

CB

E

A

D

E

B

AG

H

C

C

D

S

A

B

G C

B D

A G

SL

A

B

C

D

E

SB

A C

O

PR

B

A

B

D

E

G

O

C

CB

R

A

C

C

B

A B

C

T

E

D

A

H

1

1A

B B

C

O

PA

H

H

B E1 E2 etc.

D1 D2 D3 etc.

FC

O

B

C C C C C

C

A

H

B

J

RA

BC

E

C

R

B

G

O

W

1

1D D

R

H

BC E

D

F

1

2

H

O

M

D

E

V

H

scheduled on the plans.

either case will be based on crank bars as

the same bar size as the crank bar. Payment in

two (2) straight bars (one top and one bottom) of

2. Each crank bar, Type B, may be replaced by

Mark "S650" = bar size #6

Mark "P805" = bar size #8

Mark "A502" = bar size #5

mark indicate the size of the bar:

1. The first two digits following the letter(s) of the

C

D

A

B

G

O

SC

ABUTMENT 1

0

0

0

0

0

B

C

VA

H

A

G

6‡"

9‡"

0

GFRP: CSA S807-10, ACI 440.1R-15

Stainless Reinforcing Steel: ASTM A955, Grade 75

Reinforcing Bar: ASTM A 615/A 615M, Grade 60

of ACI Standard 315 and ACI Standard 318.

the recommendations of the current revision

Bending details and hooks shall conform to

All dimensions are out-to-out of bar.

A800

A603

A603

A603

A603

A603

A603

A603

A603

A603

A603

A603

A603

A603

A603

A602

A602

A602

A602

A602

A602

A601

A600

20

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

16

92

33'-9"

11'-0"

10'-6"

10'-3"

9'-9"

9'-3"

8'-10•"

8'-4•"

8'-0"

7'-6"

7'-0"

6'-6"

6'-3"

5'-9"

5'-3"

11'-0"

9'-10•"

8'-9"

7'-6"

6'-4•"

5'-3"

11'-0"

7'-0"

Horizontal Abutment Stem

Vertical Right Wing (Variable)














Vertical Left Wing (Variable)






Vertical Wingwall Stem

Vertical Abutment Stem

ABUTMENT 1

6'-0"

6'-0"

6‡"

9‡"

A858

A857

A856

A855

A854

A854

A854

A854

A854

A854

A854

A854

A854

A854

A854

A854

A853

A853

A853

A853

A853

A853

A853

A853

A853

A853

A853

A853

A852

A851

A658

A657

A657

A657

A657

A657

A657

A657

A657

A657

A657

A657

A657

A657

A657

A656

A656

A656

A656

A656

A656

A655

A654

A653

A652

A651

A650

A450

1'-0"

1'-0"

0

10'-0"

9'-6"

9'-3"

8'-9"

8'-3"

7'-10•"

7'-4•"

7'-0"

6'-6"

6'-0"

5'-6"

5'-3"

4'-9"

4'-3"

10'-0"

8'-10•"

7'-9"

6'-6"

5'-4•"

4'-3"

10'-0"

0

0

5'-4"

0

0

6"

3'-4†"

2'-6"

1'-6"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

2'-8"

2'-8"

1'-2"

6'-0"

2'-8"

3'-4"

1'-0"

1'-0"

2'-0"

7…"

1'-1ƒ"

1'-2"

3'-2"

2‚"

4

4

16

16

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

22

22

29

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

9

8

8

46

46

38

414

22'-3"

16'-1•"

5'-11•"

5'-3‡"

9'-3"

9'-6"

10'-0"

10'-4•"

10'-9"

11'-3"

11'-9"

12'-3"

12'-6"

13'-0"

13'-4•"

13'-10•"

8'-9"

9'-3"

10'-4•"

11'-6"

12'-7•"

13'-9"

15'-0"

16'-0"

17'-3"

18'-3"

19'-4•"

20'-6"

14'-6"

22'-1"

5'-0"

11'-0"

10'-6"

10'-3"

9'-9"

9'-3"

8'-10•"

8'-4•"

8'-0"

7'-6"

7'-0"

6'-6"

6'-3"

5'-9"

5'-3"

11'-0"

9'-10•"

8'-10•"

7'-6"

6'-4•"

5'-3"

11'-0"

5'-11…"

6'-5ƒ"

6'-6"

8'-1"

8'-6"

4'-6‚"

V

V

VA

VA

A

A

A

A

A

A

A

A

A

A

A

A

V

V

V

V

V

V

V

V

V

V

V

V

A

V

SL

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

SL

SL

L

S

SL

CB

7'-9"

8'-3"

8'-3"

8'-6"

9'-0"

9'-4•"

9'-9"

10'-3"

10'-9"

11'-3"

11'-6"

12'-0"

12'-4•"

12'-10•"

7'-9"

8'-3"

9'-4•"

10'-6"

11'-7•"

12'-9"

14'-0"

15'-0"

16'-3"

17'-3"

18'-4•"

19'-6"

13'-6"

21'-1"

1'-6"

2'-8"

2'-8"

11"

2'-8"

6"

14'-6"

7'-10•"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

0

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

Horizontal Stem to Wing


Horizontal Left Wing












Horizontal Right Wing














Vertical Right Wing Varies














Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Abutment Stem Bottom at Piles


Abutment Stem Vertical


Abutment Stem Bottom

Abutment Ties

Brid

ge

Divisio

n:

Filena

me:...\

02

5_

Reinforcin

g Schedule

Userna

me:

Date:1

0/10/2

018

tksandell


BENT BARS


STRAIGHT BARS

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

25OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

ST

EE

L

SC

HE

DU

LE

REIN

FO

RCIN

G


GENERAL NOTES



B

A

L

1

1

AB

C

D

E

SJ

A

B

C

D

E

F

EP

G

D

HB

CB

E

A

D

E

B

AG

H

C

C

D

S

A

B

G C

B D

A G

SL

A

B

C

D

E

SB

A C

O

PR

B

A

B

D

E

G

O

C

CB

R

A

C

C

B

A B

C

T

E

D

A

H

1

1A

B B

C

O

PA

H

H

B E1 E2 etc.

D1 D2 D3 etc.

FC

O

B

C C C C C

C

A

H

B

J

RA

BC

E

C

R

B

G

O

W

1

1D D

R

H

BC E

D

F

1

2

H

O

M

D

E

V

H











C

D

A

B

G

O

SC

ABUTMENT 2 ABUTMENT 2 ABUTMENT 2

6"

0

0

5'-4"

0

0

4'-3"

4'-9"

5'-3"

5'-9"

6'-3"

6'-9"

7'-3"

7'-9"

8'-412"

8'-1012"

9'-412"

10'-0"

4'-3"

4'-9"

5'-3"

5'-6"

6'-0"

6'-6"

7'-0"

7'-412"

7'-1012"

8'-3"

8'-9"

9'-3"

9'-6"

10'-0"

0

1'-0"

1'-0"

4'-614"

8'-1"

6'-6"

6'-534"

5'-1138"

5'-3"

5'-9"

6'-3"

6'-9"

7'-3"

7'-9"

8'-3"

8'-9"

9'-412"

9'-1012"

10'-412"

11'-0"

5'-3"

5'-9"

6'-3"

6'-6"

7'-0"

7'-6"

8'-0"

8'-412"

8'-1012"

9'-3"

9'-9"

10'-3"

10'-6"

11'-0"

5'-0"

22'-3"

21'-3"

0

0

0

0

0

6'-0"

6'-0"

B

C

VA

H

A

G

5'-3‡"

5'-11•" 6‡"

9‡"

6‡"

9‡"

8'-6"

10'-0"

0

GFRP: CSA S807-10, ACI 440.1R-15

Stainless Reinforcing Steel: ASTM A955, Grade 75






B800

B603

B603

B603

B603

B603

B603

B603

B603

B603

B603

B603

B603

B603

B603

B602

B602

B602

B602

B602

B602

B602

B602

B602

B602

B602

B602

B601

B600

20

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

16

92

33'-9"

11'-0"

10'-6"

10'-3"

9'-9"

9'-3"

8'-10•"

8'-4•"

8'-0"

7'-6"

7'-0"

6'-6"

6'-3"

5'-9"

5'-3"

11'-0"

10'-4•"

9'-10•"

9'-4•"

8'-9"

8'-3"

7'-9"

7'-3"

6'-9"

6'-3"

5'-9"

5'-3"

11'-0"

7'-0"

Horizontal Abutment Stem



























Vertical Wingwall Stem

Vertical Abutment Stem

B858

B857

B856

B855

B854

B854

B854

B854

B854

B854

B854

B854

B854

B854

B854

B854

B853

B853

B853

B853

B853

B853

B853

B853

B853

B853

B853

B853

B852

B851

B658

B657

B657

B657

B657

B657

B657

B657

B657

B657

B657

B657

B657

B657

B657

B656

B656

B656

B656

B656

B656

B656

B656

B656

B656

B656

B656

B655

B654

B653

B652

B651

B650

B450

3'-4†"

2'-6"

1'-6"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

2'-8"

2'-8"

1'-2"

6'-0"

2'-8"

3'-4"

1'-0"

1'-0"

2'-0"

7…"

1'-1ƒ"

1'-2"

3'-2"

2‚"

4

4

16

16

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

22

22

35

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

9

8

8

46

46

38

414

22'-1"

20'-9"

20'-6"

19'-4•"

18'-3"

17'-3"

16'-0"

15'-0"

13'-9"

12'-7•"

11'-6"

10'-4•"

9'-3"

8'-9"

19'-6"

18'-6"

17'-6"

16'-6"

15'-6"

14'-6"

13'-9"

12'-9"

11'-9"

10'-10•"

9'-10•"

9'-3"

V

V

VA

VA

A

A

A

A

A

A

A

A

A

A

A

A

V

V

V

V

V

V

V

V

V

V

V

V

A

V

SL

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

L

SL

SL

L

S

SL

CB

8'-4•"

7'-9"

8'-3"

8'-10•"

9'-10•"

10'-9"

11'-9"

12'-9"

13'-6"

14'-6"

15'-6"

16'-6"

17'-6"

18'-6"

7'-9"

8'-3"

9'-4•"

10'-6"

11'-7•"

12'-9"

14'-0"

15'-0"

16'-3"

17'-3"

18'-4•"

19'-6"

19'-9"

21'-1"

1'-6"

2'-8"

2'-8"

11"

2'-8"

6"

12'-10•"

14'-6"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

0

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11‚"

11'-0"











































Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing

Vertical Left Wing





Abutment Stem Bottom

Abutment Ties

Brid

ge

Divisio

n:

Filena

me:...\

02

6_

Reinforcin

g Schedule

Userna

me:

Date:1

0/10/2

018

tksandell


BENT BARS


STRAIGHT BARS

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

26OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

ST

EE

L

SC

HE

DU

LE

REIN

FO

RCIN

G







GENERAL NOTES



B

A

L

1

1

AB

C

D

E

SJ

A

B

C

D

E

F

EP

G

D

HB

CB

E

A

D

E

B

AG

H

C

C

D

S

A

B

G C

B D

A G

SL

A

B

C

D

E

SB

A C

O

PR

B

A

B

D

E

G

O

C

CB

R

A

C

C

B

A B

C

T

E

D

A

H

1

1A

B B

C

O

PA

H

H

B E1 E2 etc.

D1 D2 D3 etc.

FC

O

B

C C C C C

C

A

H

B

J

RA

BC

E

C

R

B

G

O

W

1

1D D

R

H

BC E

D

F

1

2

H

O

M

D

E

V

H











C

D

A

B

G

O

SC

APPROACH SLAB

AS601

AS502

60

32

16'-2"

29'-2"

Approach Slab Longitudinal

Approach Slab Transverse

APPROACH SLAB

AS651 60 4'-6" L 3'-0" 1'-6"

END DIAPHRAGM

ED601 6 33'-8" Back Face Horiz.

END DIAPHRAGM

ED751

ED555

ED554

ED553

ED552

ED551

128

12

4

24

18

44

L

S

S

S

S

L

14'-6"

2'-2"

10'-10"

5'-2"

2'-11"

3'-4"

11'-0"

0

0

0

0

10"

3'-6"

10"

4'-2"

10"

10"

2'-6"

6"

2'-6"

3'-6"

1'-3"

10"

4'-2"

10"

10"

0

0

0

0

SUPERSTRUCTURE (GFRP REINFORCEMENT) SUPERSTRUCTURE (STAINLESS STEEL REINFORCEMENT)

20 33'-8" Top of Slab above Diaphragm

Slab Longitudinal

Slab Longitudinal

Slab Transverse Variable




















Slab Transverse

Curb Longitudinal Bar

Curb Longitudinal Bar

46'-0"

22'-0"

3'-3"

4'-8"

6'-1"

7'-7"

9'-0"

10'-5"

11'-11"

13'-4"

14'-9"

16'-2"

17'-8"

19'-1"

20'-6"

22'-0"

23'-5"

24'-10"

26'-4"

27'-9"

29'-2"

30'-8"

31'-8"

46'-0"

22'-0"

96

96

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

4

212

6

6

5'-8"

4'-11‚"

4'-10•"

4'-11•"

5'-0•"

C

SC

SC

SC

SC

8"

0"

6"

6"

6"

5'-0"

1'-10"

1'-2"

1'-2•"

1'-3"

1'-3"

1'-3"

1'-3"

1'-3"

1'-10‚"

1'-1•"

1'-2"

1'-2•"

0"

10"

10"

10"

1'-5…"

1'-4‚"

1'-4•"

1'-4ƒ"

252

88

64

68

40

10"

11"

3'-4"

1'-3

"

1'-6"

2'-4"

1'-1•"

1'-1•"8•"

6" 6

"

~ TB550 ~

~ TB652 ~~ TB651 ~~ TB650 ~

3 - Bar Bike

5

2

5

4

6

2

2

2

2

2

2

10

Qty.

2'-4"

2'-6"

2'-6"

STEEL SCHEDULE

REINFORCING

MODIFIED CONCRETE TRANSITION BARRIER

8'-3"

7'-5"

5'-10"

2'-7"

10'-2"

4'-8"

1'-6"

1'-8"

1'-10"

2'-0"

2'-2"

4'-6"

Length

steel.

All reinforcing will be stainless

Modified Transition Barrier.

Quantities given are for one

out of bar.

All dimensions are out - to -

bar. (TB500 = bar size #5.)

the size of the reinforcing

letters of the mark indicate

The first digit following the

Notes:

s = Stainless Steel

See Standard Detail 526(37)

Dimensions modified.

TB652s

TB651s

TB650s

TB600s

TB550s

TB506s

TB505s

TB504s

TB503s

TB502s

TB501s

TB500s

S623g

S622g

S621g

S620g

S619g

S618g

S617g

S616g

S615g

S614g

S613g

S612g

S611g

S610g

S609g

S608g

S607g

S606g

S605g

S604g

S603g

S602g

S601g

S502g

S501g

S624s

S651s

S554s

S553s

S552s

S551s

SUPERSTRUCTURE (STAINLESS STEEL)

EL. 15

6.38

EL. 15

5.83

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

11+00 11+2

5Userna

me:

Date:1

0/10/2

018

tksandell

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

OF 34

NO

RT

HFIE

LD

ST

AT

E

RO

UT

E

19

2

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN

WIN 0

21699.0

0HIG

HW

AY P

LA

NS

10\

2018

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

CR

OS

S

SE

CTIO

NS

27

NO

RT

HFIE

LD

ST

AT

E

RO

UT

E

19

2

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

11+00.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

11+25.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CLMatch MatchMatch

Existin

g

R.O.W

Existin

g

R.O.W

(Follow Exist. Slope)

Prop. Extension to Sta. 11+41.68', 23.02' Rt.

To Sta. 11+36.99', 22.83' Rt., Inv. 152.58

From Sta. 10+96.79', 22.63' Rt., Inv. 154.01

Exist. 18" CMP Culvert

CLL

Match Exist Slope

Grubbing in Fill

Match Exist Slope

MatchMatchMatch

3:1

Existin

g

R.O.W

Existin

g

R.O.W

CLL

Grubbing in Fill

3:1 Max.

1.85 CYG:

0.51 CYF:

1.98 CYC:

20.30 CYG:

12.87 CYF:

15.89 CYC:

Install Terminal End

Sta. 11+30 - 30.56' RT.

Install GR Type 3c - Single Rail

Sta. 11+33 - 23.72' RT.

Sta. 11+30 - 30.56' RT. TO

Radius 15' or Less (606.231)

Install Curved GR Type 3c

Sta. 11+47 - 14.31' RT.

Sta. 11+33 - 23.72' RT. TO

EL. 15

5.15

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

11+5

0 11+7

5Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

28OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

WIN

CR

OS

S

SE

CTIO

NS

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

11+50.00

135

140

145

150

155

160

165

0 5 10 15 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

11+75.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CL

EL. 15

5.43

-2.0%-2.0%

3:1

Existin

g

R.O.W

Existin

g

R.O.W

Install Low Volume End Treatment

Sta. 11+79 - 15.82' LT.

Sta. 11+41 - 18.96' LT. TO

Install Bridge Transition Rail

Sta. 11+98 - 14.33' LT.

Sta. 11+79 - 15.82' LT. TO

CLL

Grubbing in Fill

Grubbing in Fill

-2.0%-2.0%

Existin

g

R.O.W

Existin

g

R.O.W

CLL

2:1

3:1 Max.

6:1

Grubbing in Fill

Grubbing in Fill

20

22.45 CYG:

31.56 CYF:

30.87 CYC:

14.73 CYG:

20.30 CYF:

45.03 CYC:


Sta. 11+97 - 14.33' RT. TO

Sta. 11+47 - 14.31' RT. TO

EL. 15

4.95

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

12

+00 12

+2

5Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

29OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

WIN

CR

OS

S

SE

CTIO

NS

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

12+00.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

12+25.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CL

-2.0% -2.0%

EL. 15

5.00

2:1

Existin

g

R.O.W

Existin

g

R.O.W

Existin

g

R.O.W

CL


Sta. 12+16 - 14.33' RT.

Sta. 11+97 - 14.33' RT. TO

CLL

Grubbing in Fill

Grubbing in Fill

CL

CLCL

-2.0% -2.0%

Existin

g

R.O.W

Existin

g

R.O.W

CLL

CLL

4:1

Limits of Excavation

21.48 CYG:

0.00 CYF:

45.90 CYC:

14.68 CYG:

0.00 CYF:

116.54 CYC:

EL. 15

4.90

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

12

+5

0 12

+7

5Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

30OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

WIN

CR

OS

S

SE

CTIO

NS

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

12+50.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

12+75.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CL

CLCL

-2.0% -2.0%

EL. 15

4.93

Existin

g

R.O.W

Existin

g

R.O.W

Relocate Utility Pole

Sta. 12+36.52', 20.50' Rt

Exist. Utility Pole


CLL

CLL

CL

CLCL

-2.0% -2.0%

CLL

Existin

g

R.O.W

Existin

g

R.O.W


0.00 CYG:

0.00 CYF:

126.66 CYC:

0.00 CYG:

0.00 CYF:

0.00 CYC:

EL. 15

4.85

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

13

+00 13

+2

5Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

31OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

WIN

CR

OS

S

SE

CTIO

NS

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

13+00.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

13+25.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CL

CL

CL

-2.0% -2.0%

EL. 15

4.87

2:1

Existin

g

R.O.W

Existin

g

R.O.W


Sta. 13+53 - 18.93' LT.

Sta. 13+16 - 14.33' LT. TO


Sta. 13+16 - 14.33' LT.

Sta. 12+97 - 14.33' LT. TO

146.68

CLL

Grubbing in Fill

Existin

g

R.O.W

Existin

g

R.O.W

CLL

2.5:1 2:1

-2.0%-2.0%

Grubbing in Fill Grubbing in Fill

8.06 CYG:

0.00 CYF:

107.68 CYC:

26.25 CYG:

10.85 CYF:

28.52 CYC:


Sta. 13+41 - 14.33' RT.

Sta. 13+09 - 14.33' RT. TO

EL. 15

4.85

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

13

+5

0 13

+7

5Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

32OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

WIN

CR

OS

S

SE

CTIO

NS

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

13+50.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

13+75.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CL

CL

-2.0% -2.0%

EL. 15

4.85

3:1

3:1

2:1

Existin

g

R.O.W

Existin

g

R.O.W


Sta. 13+78 - 18.93' RT.

Sta. 13+41 - 14.33' RT. TO

147.78

CLL

CLL

Grubbing in FillGrubbing in Fill

CLL

Existin

g

R.O.W

Existin

g

R.O.W

CLL

3:1

3:1

MatchMatch

Grubbing in Fill

148.00

Grubbing in Fill

4:1

3:1

42.51 CYG:

52.76 CYF:

11.45 CYC:

53.80 CYG:

97.98 CYF:

16.99 CYC:

EL. 15

4.79

EL. 15

4.79

EL. 15

4.74

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

DE.

LO

WE

LL

T.

SA

ND

EL

L10\

2018

Brid

ge

Divisio

n:

Filena

me:...\

304.0

2 -

DG

N\

14

+00 14

+2

5Userna

me:

Date:1

0/10/2

018

tksandell

BO

G

ST

RE

AM

BRID

GE

NO

RT

HFIE

LD

WA

SHIN

GT

ON

CO

UN

TY

BO

G

ST

RE

AM

33OF 34

BRID

GE N

O. 3719

M.

PA

RLIN

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

J.

SO

CH

AN

EK

PA

UL

YU

021699.0

0

WIN 0

21699.0

0B

RID

GE P

LA

NS

10\

2018

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

WIN

CR

OS

S

SE

CTIO

NS

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

14+00.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

14+25.00

135

140

145

150

155

160

165

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70

CL

CL

CL

Match Match

3:1

Existin

g

R.O.W

Existin

g

R.O.W

To Sta. 14+29.01', -28.92' Lt., Inv. 150.22

From Sta. 13+89.66', -28.79' Lt., Inv. 149.03

Exist. 15" PCP Culvert

CLL

Grubbing in Fill

Existin

g

R.O.W

Existin

g

R.O.W

CLL

3:1

Grubbing in Fill

Match Match

45.02 CYG:

83.71 CYF:

16.16 CYC:

28.26 CYG:

42.08 CYF:

8.88 CYC:

IPF

IPF

IPF

3/8" DIA REBAR PLS #360

JOINT 247

1/4" DIA REBAR


59

DELINEATOR 3719 1/4" DIA REBAR1 FT HIGH LEANING


18" CMP FAIRJOINT 7/245

MIXED GROWTH

TOBEY ISLAND

1 FOOT WIDE

15" CMP1’

WID

E

JOINT 246

15 IN CONC

8" DIA DOWNSPOUTS

8" DIA DOWNSPOUTS

NO. GRANTOR INSTRUMENT DATE BOOK PAGE

COUNTY RECORDSHEET NUMBER

OFDATE

COMMISSIONER

CHIEF ENGINEER

REVISIONS

NO. DATE DESCRIPTION BY

RIG

HT O

F W

AY M

AP

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ITE

MT

EC

HC

HE

CK

ED

OVER

RIGHT-OF-WAY MAP

WIN

SCALE 1"= 25’

PLAN FILED IN PLAN BOOK PAGE

RO

WDivisio

n:

Filena

me:...\

00\

RO

W\

MS

TA\

001_

RW

PL

AN

1.d

gn

Userna

me:

Date:1

0/16/2

018

betin

a.m

artin

STATE OF MAINE

REGISTRY OF DEEDS

COUNTY

RECEIVED

Attest:

,

REGISTER

Plan Book , Page

at h m M and recorded in

Town, County, State

Ledge

Trees

Tree Line

Conifer

Catch Basin

Manhole

Deciduous

Utlity Pole

Telephone Line

Traverse Point

IPFIRF

Electric Line

Sewer Manhole

Control Of Access

Limits of Wrought Portion L.O.W.P.

Water Line

Sanitary Sewer

Guardrail

Existing Right of Way

Water Edge

Bush Line

P.L.

Fence

Underdrain Line

PLAN LEGEND

Culvert

Gas Line

Traveled WayApprox. Property Lines

Sign

Fire Hydrant

Monument

Building

C.O.A.

Cut Line Fill Line

Clearing Limit Line Stonewall

AR

EA

S

EXIS

TIN

G

CO

NDITIO

N

PL

AN

FIN

AL

RIG

HT

OF

WA

Y

New Right of Way

New Easement

New Temporary Rights

10+00 11+00Baseline 12+00

New R/W Along Existing R/W

New R/W Within Existing R/W

Pipe Found

WellWELL

Existing Proposed

Ditch

16 S

TA

TE H

OU

SE ST

ATIO

N - A

UG

UST

A, M

E 0

4333-0

016 - 2

07-6

24-3

460

CHAIN LINK BARB WIRE STOCKADE

Replacement Pin Set

Iron Rod Found

Retaining Wall

Mailbox

Rock/Boulder Flag Pole

Existing Proposed

CurbingScale of Feet

25 0 25 50

ABUTTING PROPERTY OWNERS.

IT CANNOT BE USED TO ESTABLISH LEGAL BOUNDARIES BETWEEN

ACQUISITION OF REAL PROPERTY FOR TRANSPORTATION PURPOSES.

THIS PLAN WAS PREPARED IN CONNECTION WITH THE DEPARTMENT’S

75 100

BOG STREAM BRIDGE

BOG STREAM

BRIDGE NO. 3719

BM

D

BD

M

BD

M

021699.00

FEDERAL AID PROJECT NO. STP-2169(900)

NORTHFIELD

NO

RT

HFIE

LD

WASHINGTON COUNTY

STATE AID HIGHWAY NO. 1DAVID BERNHARDT

JOYCE NOEL TAYLOR

SHEET 1 OF 1

OCTOBER 2018

ROUTE 192 NORTHFIELD ROAD

D.O.T. FILE NO. 15-333

3434

TO

BE

Y’S IS

LA

ND

RO

AD

P.L.

+20

TEMP.

ROAD

LIMITS TEMP.

BO

OK 2525,

PA

GE 111

W.C.R.D.

RO

W

TO

OT

HE

RS

TEMP.

CONST.

LIMIT

S

ï »¿285î��

+20+25

P.L.

TO WESLEY

GRID

NO

RT

H

MAIN

E 2000

EAS

T

ZO

NE

B.L.

BEGINB.L.

END

+60+50+10

574.99’TO MACHIAS

BO

OK 4147, 2

55

W.C.R.D.

RO

W

TO

OT

HE

RS

JANICE E. HOOPERDOUGLAS L. HOOPER

N/F

SCOTT F. REYNOLDS

N/F

1941

S.H.C. FILE NO. S-15-84

R/W REFERENCE

S.A. HWY. NO. 1 ROUTE 192NORTHFIELD ROAD

S 60°32’26.5" E

+10

ROAD

LIMITSSLOPE

EASE.

LIMITS

+50 +75

ï»¿0.26î�

SLOPE EASE.

LIMIT

S

TOTAL AREA = 59* AC. (PER DEED)

TEMP. CONST. RIGHTS = 285* S.F. (1)

SLOPE EASE. = 0.08* AC. (1)

ITEM NO. (2)

SCOTT F. REYNOLDS

55’

50’

55’

65’

55’

TOE OF SLOPE DITCH

STA. 13+20. TO STA. 13+81 LT.

TOTAL AREA = 276.74* AC. (PER TOWN)

TEMP. ROAD RIGHTS = 0.26* AC. (1)

SLOPE EASE. = 0.06* AC. (1)

ITEM NO. (1)

R.H. FOSTER, INC.

BOG STREAM

BOG STREAM

+30 +30

40’

40’

SLOPE EASE. LIMITS

ï»¿0.08î�

SLOPEEASE. LIMITS

40’

40’

+80 +25

0.06* AC.

MAP CAB. 3, DR. 22, SHEET #89

W.C.R.D.

DATED JANUARY 19, 2015

BY ANDREW MULHOLLAND, WEST FALLS SURVEYING

FOR WENDELL WHITE

SEE RIGHT OF WAY SURVEY

9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00

9+

58.6

9

15+

33.6

8

E = 18.33’

T = 250.71’

L = 497.85’

R = 1704.91’

PI = 7+11.55

CURVE DATA #1

E = 2.76’

T = 141.88’

L = 283.63’

R = 3640.48’

PI = 16+75.57

CURVE DATA #2

PT =

PC

=

Flow