AN R T F - Maine.gov...PREFABRICATED CONCRETE MODULAR GRAVITY WALL 1 275 200 10 265 53 383 82 1 10...

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ITEM NO. QUANTITYDESCRIPTION UNIT

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GENERAL CONSTRUCTION NOTES

(Continued)GENERAL CONSTRUCTION NOTES

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June 2016

M.R.P.

&

W.T.R.

ITEM NO. QUANTITYDESCRIPTION UNIT

(519 CY)202.19

203.20

203.2318

203.24

203.25

203.28

206.082

304.10

403.213

502.219

502.56

502.83

503.12

503.13

504.702

504.71

505.08

506.9103

506.9104

672.10

674.10

REMOVING EXISTING BRIDGE

COMMON EXCAVATION

DISPOSAL OF SPECIAL DREDGE WASTE

COMMON BORROW

GRANULAR BORROW

CHOKE STONE

STRUCTURAL EARTH EXCAVATION - MAJOR STRUCTURES

AGGREGATE SUBBASE COURSE - GRAVEL

HOT MIX ASPHALT 12.5 MM BASE

STRUCTURAL CONC. ABUTMENTS AND RETAINING WALLS

CONCRETE FILL

PRECAST BLOCK MAT

REINFORCING STEEL, FABRICATED AND DELIVERED

REINFORCING STEEL, PLACING

STRUCTURAL STEEL FABRICATED AND DELIVERED, WELDED

STRUCTURAL STEEL ERECTION

SHEAR CONNECTORS

GALVANIZING

THERMAL SPRAY COATING - SHOP APPLIED

PRECAST CONCRETE BLOCK GRAVITY WALL

PREFABRICATED CONCRETE MODULAR GRAVITY WALL

1

275

200

10

265

53

383

82

1

10

13,283

13,283

1

1

1

1

1

685

685

LS

CY

T

CY

CY

CY

CY

CY

T

LS

CY

SF

LB

LB

LS

LS

LS

LS

LS

SF

SF

830.15 WATER MAIN BRIDGE CROSSING HANGER SYSTEM 1 LS

existing bridge will be considered incidental to the bridge removal pay item.

materials, equipment, and other costs required to remove and dispose of the

at MaineDOT’s offices on Child Street in Augusta. Payment for all labor,

Management Regulations," Chapter 850. A copy of this regulation is available

Maine Department of Environmental Protection’s "Maine Hazardous Waste

steel. The Contractor shall recycle or reuse the steel in accordance with the

storage, recycling, or disposal of the bridge components, including lead-coated

the existing bridge and any hazardous waste generated as a result of the

is solely responsible for the care, custody, and control of the components of

related to this process. Once the existing bridge is removed, the Contractor

for implementing appropriate OSHA mandated personal protection standards

by the process of demolishing the bridge. The Contractor is responsible

management, and disposal of all lead-contaminated hazardous waste generated

paint system. The Contractor is responsible for the containment, proper

24. The steel portions of the existing bridge are coated with a lead-based

Plan will be considered incidental to the bridge removal pay item.

for all work necessary for developing, submitting, and finalizing the Demolition

the Bridge Demolition Plan for appropriateness and completeness. Payment

the bridge shall be undertaken by the Contractor until MaineDOT has reviewed

materials included in the existing bridge. No work related to the removal of

outline the methods and equipment to be used to remove and dispose of all

least 10 business days prior to the start of demolition work. The plan shall

23. The Contractor shall submit a Bridge Demolition Plan to the Resident at

Compensation.

with Standard Specifications Section 109.7, Equitable Adjustments to

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

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

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

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

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

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

quantities, except as follows:

actual final quantities are different from the MaineDOT provided estimated

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

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

are estimated quantities and are provided by MaineDOT for informational

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

the boring locations.

Data provided may not be representative of the subsurface conditions between

factual and interpretive subsurface information collected at discrete locations.

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

Bidders’ or Contractor’s interpretations of or conclusions drawn from the

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

information or interpretations will be representative of actual subsurface

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

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

web address.

Soils Report No. 2015-21, August 13, 2015 may be accessed at the MaineDOT

Superstructure Replacement and Abutment Rehabilitation of Pulpit Harbor Bridge,

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

representative of actual conditions at the time of construction.

is given that the information or the conclusions of the report will be

interpretation of the information obtained for the subject site. No assurance

MaineDOT web address. The hydrologic report is based on MaineDOT’s

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

to the bridge during its life span.

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

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

address. The plans are reproductions of the original drawings as prepared

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

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

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

during construction.

16. Access to the driveway at approximately Sta. 15+25 Rt. shall not be blocked

Abutment 2 bridge seat and exposed backwall.

backwalls on the back side,

Top of abutment backwalls and to one foot below the top of

Concrete wearing surfaces,

Fascias down to the drip notch,

All exposed surfaces of concrete curbs,

areas:

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

Contract items.

will cause continual erosion. Payment will be made under the appropriate

after paving and shoulder work is completed, where it is apparent that runoff

and other gutters lined with Stone Ditch Protection shall be constructed

14. Extended-use Erosion Control Blanket, seeded gutters, riprap downspouts,

feet. Payment will be considered incidental to the guardrail pay items.

the indicated length of 6 feet to a length of 7 feet with an embedment of 4.5

13. Guardrail posts as shown in the Standard Details shall be modified from

wingwalls.

sideslopes along the top of the stone slope protection and behind the

12. Place a 24-in. wide strip of Temporary Erosion Control Blanket on the

Control Mix.

Section 619, Mulch. Payment will be made under Item No. 619.1401, Erosion

required. Placement shall be in accordance with Standard Specifications

receiving mulch as directed by the Resident. Loam and seed shall still be

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

directed by the Resident.

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

on sideslopes from EL. 10 feet up to EL. 15 feet.

9. Place riprap on sideslopes up to EL. 10 feet. Place stone slope protection

Material for Underwater Backfill.

shall be Granular Borrow meeting the requirements of Subsection 703.19,

8. All embankment material, except as otherwise shown, placed below EL. 10 feet

equipment rental items.

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

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

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

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

suitable as determined by the Resident.

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

incidental to the contract.

5. Remove the load posting signs at each end of the bridge. Payment will be

otherwise noted.

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

will be considered incidental to Contract items.

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

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

of Way Map.

2. For easements, construction limits and right of way lines, refer to Right

specified in the Special Provisions.

1. During construction, the road will be closed to traffic for a time period

606.1722

606.23

606.353

606.47

606.52

606.78

606.81

611.16

610.16

610.18

613.319

615.07

618.143

619.12

620.58

620.60

621.025

621.037

BRIDGE TRANSITION - TYPE 2

GUARDRAIL TYPE 3C - SINGLE RAIL

REFLECTORIZED FLEXIBLE GUARDRAIL MARKER

SINGLE WOOD POST

MAILBOX REMOVE & RESET

LOW VOLUME GUARDRAIL END - TYPE 3

TANGENT GUARDRAIL TERMINAL - ENERGY ABSORBING

HEAVY RIPRAP

STONE DITCH PROTECTION

EROSION CONTROL BLANKET

LOAM

EROSION CONTROL MIX

SPECIAL SEED MIX: ISLAND SLOPE WILDFLOWER

MULCH

EROSION CONTROL GEOTEXTILE

SEPARATION GEOTEXTILE

EVERGREEN TREES (3 FOOT - 4 FOOT) GROUP A

EVERGREEN TREES (5 FOOT - 6 FOOT) GROUP A

SMALL DECIDUOUS TREES (5 FOOT - 6 FOOT) GROUP C

4

137.5

8

1

1

2

2

740

4

103

17

33

3

3

842

111

6

6

6

EA

LF

EA

EA

EA

EA

EA

SY

CY

CY

SY

CY

CY

UN

UN

SY

SY

EA

EA

EA

619.1401

STONE SLAB FOR BACKSLOPE PROTECTION 130

621.54

621.546

621.547

629.05

631.12

631.14

631.15

631.172

631.20

639.19

645.291

652.312

652.33

652.34

652.35

652.361

652.38

656.75

659.10

DECIDUOUS SHRUBS (18 INCH - 24 INCH) GROUP A

DECIDUOUS SHRUBS (2 FOOT - 3 FOOT) GROUP A

DECIDUOUS SHRUBS (2 FOOT - 3 FOOT) GROUP B

HAND LABOR, STRAIGHT TIME

ALL PURPOSE EXCAVATOR (INCLUDING OPERATOR)

GRADER (INCLUDING OPERATOR)

ROLLER, EARTH AND BASE COURSE (INCLUDING OPERATOR )

TRUCK - LARGE (INCLUDING OPERATOR)

STUMP CHIPPER (INCLUDING OPERATOR)

FIELD OFFICE TYPE B

ROADSIDE GUIDE SIGNS TYPE II

TYPE III BARRICADE

DRUM

CONE

CONSTRUCTION SIGNS

MAINTENANCE OF TRAFFIC CONTROL DEVICES

FLAGGER

TEMPORARY SOIL EROSION AND WATER POLLUTION CONTROL

MOBILIZATION

12

12

80

24

20

20

20

20

1

20

6

16

24

400

1

60

1

1

EA

EA

EA

HR

HR

HR

HR

HR

HR

EA

SF

EA

EA

EA

SF

LS

HR

LS

LS

12

535.302

515.21

508.14

409.15

403.208

FULL DEPTH PRECAST CONCRETE DECK PANELS

PROTECTIVE COATING FOR CONCRETE SURFACES

HIGH PERFORMANCE WATERPROOFING MEMBRANE

BITUMINOUS TACK COAT - APPLIED

HOT MIX ASPHALT 12.5 MM HMA SURFACE

LS

LS

LS

G

T

(364 SY)

(136 SY)

(320 SY)

515.21

502.26

409.15

403.208

PROTECTIVE COATING FOR CONCRETE SURFACES

STRUCTURAL CONC. ROADWAY AND SIDEWALK SLABS

BITUMINOUS TACK COAT - APPLIED

HOT MIX ASPHALT 12.5 MM HMA SURFACE

(452 SY)

(97 CY)

1

1

23

82

LS

LS

G

T

1

1

1

33

117

GENERAL ESTIMATED QUANTITIES (SECTION 1)

(374 LF)

(46 LF)

507.0835

511.07

512.081

514.06

520.22

523.5401

523.5402

MAINE SCENIC BRIDGE RAILING, 2 BAR

COFFERDAM: ABUTMENT NO. 1

FRENCH DRAINS

CURING BOX FOR CONCRETE CYLINDERS

EXPANSION DEVICE - COMPRESSION SEAL

LAMINATED ELASTOMERIC BEARINGS, FIXED

LAMINATED ELASTOMERIC BEARINGS, EXPANSION

1

1

1

1

1

4

4

LS

LS

LS

EA

EA

EA

EA

(154,153 LB)

(154,153 LB)

(1,096 EA)

(153,950 LB)

(153,950 LB)

(92 CY)

1,193

117

ESTIMATED QUANTITIES (OPTIONAL SECTION 8)

ESTIMATED QUANTITIES for SUPERSTRUCTURE ALTERNATE 1 (SECTION 2)

ESTIMATED QUANTITIES for SUPERSTRUCTURE ALTERNATE 2 (SECTION 3)

ESTIMATED QUANTITIES for BEAM COATING ALTERNATE 3 (SECTION 4)

ESTIMATED QUANTITIES for BEAM COATING ALTERNATE 4 (SECTION 5)

ESTIMATED QUANTITIES for WALL ALTERNATE 5 (SECTION 6)

ESTIMATED QUANTITIES for WALL ALTERNATE 6 (SECTION 7)

621.122

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13+00

É Brg., Abut. No. 1

Typ.

25’–

Typ.

25’–

Typ.

28’–

BLOCK MAT LAYOUT

Typ.

8’–

Sta. 13

+20.4

Sta. 13

+48.4

at the perimeter

streambed at a 2: 1 slope

of two blocks below

Embed a minimum

(Not shown)

block mat edge

Blend riprap over

Granite

Existing

Face of

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

-5

4" PVC SLEEVE

15" CMP

227

YIELD

16

19 ELE

CTRIC

ELE

CTRIC

16

GR

AV

EL

GR

ANIT

E 3

X3 2’ T

ALL

3’ DIA D

UG

WELL

STEEL

83/1 ELE

CTRIC

12"

SPR

UCE

21 ELE

CTRIC

ELE

CTRIC

12"

MAPLE

14"

MAPLE

8"

HE

MLO

CK

14"

BIR

CH

WO

OD

S

EN

TR

AN

CE

14"

BIR

CH

APPLE

8"

CR

AB

APPLE

6"

CR

AB

10"

CR

AB

APPLE

ELE

CTRIC

88/8/20

12 TONS

WEIGHT LIMIT

2X2 ROCKS

LINE OF

ABOVE GROUND

4" PLASTIC

PIPE

LINE OF2X2 ROCKS

INTERSECTIO

N SIG

N

12 TON

WEIGHT LIMIT

HOUSE

ON

GR

OU

ND

4" PL

ASTIC PIP

E

2" SPRUCES

0

0

0

0

0

0

0

0

0

0

00

0

0

5

5

5

5

5

5

5

5

5

5

5

5

5

0

0

0

0

0

0

0

0

0

0

0

5

5

5

5

5

5

5

5

5

5

5

5

5

Scale of Feet

PLAN

25 0 25 50

18

+46

18

+46

19

+00

20

+00

21

+00

21

+58

POB = STA. 18+46.14

PC = STA. 19+66.86

PT =

STA. 21+33.

14

POE = STA. 2

1+58.14

E

=

3.9

6’

T

=

83.3

9’

L =

166.2

8’

R

=

875.0

0’

PI =

20

+50.2

5C

UR

VE

DA

TA

#1

11+00

12+00

13+00 14+00 15+00

16+00

16+94

PT =

ST

A. 9+

75.6

6

PC

=

ST

A. 10+

82.9

8

PT =

ST

A. 13+

01.8

6

PC

=

ST

A. 14+

58.7

7

PT

=

ST

A.

15

+69.5

5

PO

E

=

ST

A.

16

+93.7

2

E = 16.56’

T = 112.66’

L = 218.88’

R = 375.00’

PI = 11+95.64

CURVE DATA #2

E = 1.23’T = 55.43’L = 110.78’R = 1250.00’

PI = 15+14.19CURVE DATA #3

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

To North Haven

Flood

Ebb

North S

hore

Road

Sta. 14+50

Pulpit Harbor Road

(To be Removed)

Existing Piers

Heavy Riprap (Typ.)

125’-0"

Sta. 13+25

Proposed Pole

Proposed Pole

Mill Stream (Tidal)

Guardrail End

Low Volume

Guardrail End

Low Volume

Posting Sign

Remove LoadPosting Sign

Remove Load

Tangent Terminal

Guardrail 350

Hand Placed Paved Shoulders

Match Existing

Sta. 15+50.00 End Transition

Stone Ditch Protection (Typ.)Match Existing

Sta. 11+75.00 Begin Transition

Type II Warning Sign

Remove and Replace

Hand Placed Paved Shoulder

Precast Block Mat (Typ.) (See Block Mat Layout)

Tangent Terminal

Guardrail 350

Paved Shoulder

Hand Placed

Remove and reset Mailbox

To

Harbor

lpit

Pu

to be determined in the field.

cleared area. Exact plant locations

Landscaping plant list for this

Proposed Pole

Remove Boulders (Typ.)

Stone Blanket above EL. 10 (Typ.)

WELL

10

10

10

10

10

10

10

10

15

15

15

15

15

15

15

15

10

10

10

10

10

15

15

15

20

20

20

20

20

20

20

20

20

25

25

25

25

30

30

30

35

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

Proposed Grade Proposed Superstructure

Existing Abutment

Sta. 14+50

Existing Abutment

Sta. 13+25

125’ Span

G2 = 1.07%

E = 1.773’

SD = 88’G1 = -10.28%

PV

C =

ST

A. 11+7

5

PVT =

ST

A. 13

+00

ELEV. = 17.70

LOW POINT = STA. 12+88.24

PVI =

ST

A. 12

+37.5

0

ELE

V. =

17.10

North Shore Road É

Matc

h Existing

Transitio

nin

g

Transitio

nin

g

Matc

h Existing

0

5

10

15

20

25

30

35

40

45

50

55

-5

-10

-15

-20

-25

0

5

10

15

20

25

30

35

40

45

50

55

-5

-10

-15

-20

-25

10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00

10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00

PROFILE

G = 1.07%

EL. 19.5

2

EL. 18.3

7

EL. 17.7

8

EL. 17.7

7

EL. 18.0

3

EL. 18.3

0

EL. 18.5

7

EL. 18.8

3

EL. 19.10

EL. 19.3

7

EL. 19.6

3

EL. 19.9

0

(Remove To Streambed)

Existing Piers

Match Streambed

Top Of Block Mat EL. -7.0

50’ Transition275’ Project50’ Transition

V.C.L. = 125’

Existing Superstructure (To Be Removed)

Existing Grade

Approximate Streambed

MLLW EL. -5.64

MHHW EL. 5.0

Begin Transitio

n Sta. 11+7

5

End Transitio

n /

Begin Project

Sta. 12

+25

End Project /

Begin Transitio

n Sta. 15

+00

End Transitio

n Sta. 15

+50

Precast Block Mat

Proposed Abutment Cap(To Be Removed)

Existing Abutment Cap

(To Remain) (To Remain)

Proposed

Abutment Cap

Choke Stone

Granular Borrow Granular Borrow

-5

-5

-5

-5

-5

0

0

0

0

0

0

5

5

5

5

5

5

5

0

0

0

5

5

5

5

4" PVC SLEEVE

15" CMP

227

YIELD

16

19 ELE

CTRIC

ELE

CTRIC

16

GR

AV

EL

3’ DIA D

UG

WELL

STEEL

83/1 ELE

CTRIC

12"

SPR

UCE

21 ELE

CTRIC

ELE

CTRIC

8"

HE

MLO

CK

14"

BIR

CH

WO

OD

S

EN

TR

AN

CE

14"

BIR

CH

APPLE

8"

CR

AB

APPLE

6"

CR

AB

10"

CR

AB

APPLE

ELE

CTRIC

88/8/20

12 TONS

WEIGHT LIMIT

2X2 ROCKS

LINE OF

ABOVE GROUND

4" PLASTIC

PIPE

LINE OF2X2 ROCKS

INTERSECTIO

N SIG

N

12 TON

WEIGHT LIMIT

ON

GR

OU

ND

4" PL

ASTIC PIP

E

2" SPRUCES

Scale in Feet

PLAN

25 0 25 50BB-NHMS-106

BB-NHMS-105

BB-NHMS-104

BB-NHMS-103

BB-NHMS-102

BB-NHMS-101

MAG. 19XX

Pulpit Harbor Road

CASED WASH BORING

LEGEND

BB-NHMS-201

BB-NHMS-202


To North Haven

Flood

Ebb

North S

hore

Road

Sta. 14+50

Pulpit Harbor Road

(To be Removed)

Existing Piers

Heavy Riprap (Typ.)

125’-0"

Sta. 13+25

Proposed Pole

Proposed Pole

Mill Stream (Tidal)

Guardrail End

Low Volume

Guardrail End

Low Volume

Posting Sign

Remove LoadPosting Sign

Remove Load

Tangent Terminal

Guardrail 350

Hand Placed Paved Shoulders

Match Existing

Sta. 15+50.00 End Transition

Stone Ditch Protection (Typ.)Match Existing

Sta. 11+75.00 Begin Transition

Type II Warning Sign

Remove and Replace

Hand Placed Paved Shoulder

Precast Block Mat (Typ.) (See Block Mat Layout)

Tangent Terminal

Guardrail 350

Paved Shoulder

Hand Placed

Remove and reset Mailbox

To

Harbor

lpit

Pu

Proposed Pole

Remove Boulders (Typ.)

Stone Blanket above EL. 10 (Typ.)

19

+00

20

+00

PC = STA. 19+66.86

E

=

3.9

6’

T

=

83.3

9’

L =

166.2

8’

R

=

875.0

0’

PI =

20

+50.2

5C

UR

VE

DA

TA

#1

10+00

11+00

12+00

13+00 14+00 15+00

16+00

16+94

PC

=

ST

A. 10+

82.9

8

PT

=

ST

A. 13

+01.86

PC

=

ST

A. 14

+58.77

PT

=

ST

A.

15

+69.5

5

PO

E

=

ST

A.

16

+93.7

2

E = 16.56’

T = 112.66’

L = 218.88’

R = 375.00’

PI = 11+95.64

CURVE DATA #2

E = 1.23’T = 55.43’L = 110.78’R = 1250.00’

PI = 15+14.19CURVE DATA #3

0

5

10

15

20

25

-5

-10

-15

-20

-25

0

5

10

15

20

25

-5

-10

-15

-20

11+00 12+00 13+00 14+00 15+00 16+00 17+00

11+00 12+00 13+00 14+00 15+00 16+00 17+00

-25

-30 -30

0

SCALE

5025

PROFILE

HORIZ 25

1050VERT 5

BOE

RQD=0%

RQD=45%

RQD=23%

BOE

RQD=29%

RQD=0%

RQD=21%

(Tidal Washed Sediments).

trace silt, shell fragments,

to coarse SAND, little gravel,

Grey, wet, medium dense, fine

BOE

BOE

?

?

?

?

?

?

(typical).

Concrete

(typical).

Block

Granite

Void.

BOE

RQD=0%

RQD=55%

RQD=58%

RQD=46%

BOE

BOE

BB-N

HMS-107

BB-N

HMS-106

BB-N

HMS-105

BB-N

HMS-103

BB-N

HMS-102

BB-N

HMS-101

BB-N

HMS-104

?

?

?

?

Soil Seam.

occasional Void or

Granite Blocks with

202:R1, R2; 107:R1, R2:

Rock Mass Quality = Very Poor to Good

[North Haven Formation]

staining, silt infilling.

horizontal to vertical, open, some healed, with iron

hard to very hard, fresh to slightly weathered, fractures

Grey and dark grey, fine grained, metamorphic TUFF,

202:R2 cont., R3, R4; 107:R2 cont., R3, R4:BEDROCK:

?

Boring No.

Strata Interface

for Rock Core SampleRock Quality Designation

Offset, if sh

own

Pavement Thickness if applicable

Void

LEGEND

Bottom Of Exploration

RQD=Boring

BOE=

Bedrock Elev. 2.5 ft @ É.

Bedrock Elev. -16.6 ft @ É.

201: Void.

(Fill).

trace to little organics,

SAND, trace to little silt,

Gravelly, fine to coarse

wet, loose to dense,

101:201: Brown, damp to

occasional cobble, (Fill).

to coarse SAND, trace silt,

medium dense, Gravelly, fine

brown, dry to wet, loose to

202:107: Brown, grey or grey-

101:R1: Granite Block.

101:Void.

101:Void.

101:R2: Granite Blocks.



Rock Mass Quality = Very Poor to Poor


staining, silt infilling.

to vertical, open, some healed, with iron

slightly weathered, fractures horizontal

TUFF, hard to very hard, fresh to

dark grey, fine grained, metamorphic

104:R1, R2, R3:BEDROCK: Grey and


coarse SAND, trace silt, (Fill).

dense, Gravelly, fine to

201: Grey, wet, medium

201:R1: Granite Cobble.

wood, (Marine Sediments).

clay, trace shells and

sand, some gravel, little

medium stiff, SILT, some

201: Grey to dark grey, wet,

Rock Mass Quality = Very Poor to Fair


minor silt infilling, some portions fractured.

to irregular, open to tight, with iron staining or

vertical, close to very closely spaced, smooth

fresh to slightly weathered, joints horizontal to

TUFF, veined with quartz and calcite, hard,

Grey to light green, fine grained, metamorphic

101:R4 cont.,R5,R6,R7; 201:R2, R3:BEDROCK:

(Tidal Washed Sediments).

trace to some silt, occasional cobbles.

to dense, gravelly fine to coarse SAND,

Brown and grey, wet, medium dense

gravel, (Glacial Till).

coarse Sandy SILT, little

Grey, wet, very dense, fine to 202 = BB-NHMS-202

201 = BB-NHMS-201

107 = BB-NHMS-107

104 = BB-NHMS-104

101 = BB-NHMS-101

10

10

10

10

10

15

15

15

15

15

15

15

20

20

20

20

20

20

20

20

BB-NHMS-107

25

25

30

30

25

25

35

35

40

Note:This generalized interpretive soil profile is intended to convey

trends in subsurface conditions. The boundaries between strata

are approximate and idealized, and have been developed by

interpretations of widely spaced explorations and samples.

Actual soil transitions may vary and are probably more erratic.

For more specific information refer to the exploration logs.

SHEET NUMBER

OF

IN

TE

RP

RE

TIV

E

SU

BS

UR

FA

CE

PR

OFIL

E

BO

RIN

G

LO

CA

TIO

N

PL

AN

&

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

BRID

GE

Divisio

n:

Filena

me:...\

GE

OT

EC

H\

MS

TA\

005

_B

LP

&IS

P1.d

gn

Userna

me:

Date:7/11/2

016

joshua.p.h

asbrouck

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

WIN

BRID

GE P

LA

NS

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

__

__

_

5

BR-1

787(6

00)X

28

17876.0

0

PU

LPIT

HA

RB

OR

BRID

GE

MIL

L

ST

RE

AM

NO

RT

H

HA

VE

NK

NO

X

CO

UN

TY

BRID

GE N

O. 2692

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

L.K

RU

SIN

SKI

T.W

HIT

E

__

__

__

__

__

__

__

__

__

__

__

___

__

JU

N

2015

__

__

__

S.

BO

DG

E

BOE

RQD=28%

RQD=26%

BB-N

HMS-20

1

BOE

BB-N

HMS-20

2

RQD=82%

RQD=81%

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

Proposed Grade

Sta. 14+50Sta. 13+25 125’ SpanP

VC =

ST

A. 11+7

5

ELEV. = 17.70

LOW POINT = STA. 12+88.24

PVI =

ST

A. 12

+37.5

0

ELE

V. =

17.10

North Shore Road É

G = 1.07%

Existing Grade

MLLW EL. -5.64

MHHW EL. 5.0

Begin Transitio

n Sta. 11+7

5

End Transitio

n /

Begin Project

Sta. 12

+25

End Transitio

n Sta. 15

+50

0

5

10

15

20

25

-5

-10

-15

0 5 10 15 20 25 30 35-5-10-15-20-25-30-35

13+14.00

0

5

-5

-10

-15

0 5 10 15 20 25 30 35-5-10-15-20-25-30-35

10

15

20

25

0 5 10 15 20 25 30 35-5-10-15-20-25-30-35

14+60.00

0

5

10

15

20

25

-5

0 5 10 15 20 25 30 35-5-10-15-20-25-30-35

CL

CLCLCL

CLCL

BB-N

HMS-20

1

BB-N

HMS-101

BOE

BOE

RQD=28%

RQD=26%

RQD=0%

RQD=55%

RQD=58%

RQD=46%

-20

-25

-30

-20

-25

-30

BOE

BB-N

HMS-20

2

RQD=82%

RQD=81%

BB-N

HMS-107

BOE

RQD=0%

RQD=45%

RQD=23%

-10

-15

R

Refusal

BOE

Boring No.

Strata Interface

for Rock Core SampleRock Quality Designation

RQD=

Offset, if sh

own

BOE= Bottom Of Exploration

Pavement Thickness if applicable

LEGEND

Boring

Top of Intack Bedrock

Weathered ROCK

No Refusal

0

SCALE

105HORIZ 5

1050VERT 5

(Fill).

to little silt, trace to little organics,

Gravelly, fine to coarse SAND, trace

Brown, damp to wet, loose to dense,

R1: Granite Block.

R2: Granite Blocks.

R4: Granite Blocks.

VOID.

VOID.

VOID.

R3: Granite Blocks.

trace silt, occasional cobble, (Fill).

wet, Gravelly, fine to coarse SAND,

Brown, grey or grey-brown, dry to

R2: Granite Block.

R1: Granite Block.

R2: Granite Block.

Rock Mass Quality = Very Poor to Good


infilling.

some healed, some with iron staining or minor silt

horizontal to near vertical, very close to wide, open,

hard to very hard, highly fractured to massive, joints

Dark grey and grey, fine grained, metamorphic TUFF,

107:R2 cont, R3,R4, 202:R2 cont, R3,R4: BEDROCK:

??

?

?

?

?

???

(Marine Sediments).

and wood,

little clay, trace shells

some sand, some gravel,

medium stiff, SILT,

Grey to dark grey, wet,

SAND, trace silt, (Fill).

Gravelly, fine to coarse

Grey, wet, medium dense,

R1: Granite Cobble.

Rock Mass Quality = Very Poor to Fair


minor silt infilling, some portions fractured.

to irregular, open to tight, with iron staining or

vertical, close to very closely spaced, smooth

fresh to slightly weathered, joints horizontal to

TUFF, veined with quartz and calcite, hard,

Grey to light green, fine grained, metamorphic

201:R2,R3, 101:R4 cont,R5,R6,R7:BEDROCK:

occasional void or soil seam.

R1: Granite Block, Cobble

202 = BB-NHMS-202

201 = BB-NHMS-201

107 = BB-NHMS-107

101 = BB-NHMS-101


Bedrock Elev. 2.5 ft @ É.

TRANSVERSE PROFILE

trends in subsurface conditions. The boundaries between strata

are approximate and idealized, and have been developed by

interpretations of widely spaced explorations and samples.

Actual soil transitions may vary and are probably more erratic.

For more specific information refer to the exploration logs.

This generalized interpretive soil transverse profile is intended to conveyNote:

BRID

GE

Divisio

n:

Filena

me:...\

00\

GE

OT

EC

H\

MS

TA\

006_

TIS

P1.d

gn

Userna

me:

Date:7/11/2

016

joshua.p.h

asbrouck

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

OF

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

WIN

BRID

GE P

LA

NS

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

Sta. 13+14.00 to Sta. 14+60.00

__

__

_

6

BR-1

787(6

00)X

28

17876.0

0

PU

LPIT

HA

RB

OR

BRID

GE

MIL

L

ST

RE

AM

NO

RT

H

HA

VE

NK

NO

X

CO

UN

TY

BRID

GE N

O. 2692

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

L.K

RU

SIN

SKI

T.W

HIT

E

__

__

__

__

__

__

__

__

__

__

__

___

__

JU

N

2015

__

__

__

S.

BO

DG

E

SU

BS

UR

FA

CE

PR

OFIL

ES

TR

AN

SV

ER

SE IN

TE

RP

RE

TIV

E

SHEET NUMBER

OF

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

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D-

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Date:7/11/2

016

joshua.p.h

asbrouck

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

WIN

BRID

GE P

LA

NS

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

__

__

_

7

BR-1

787(6

00)X

28

17876.0

0

PU

LPIT

HA

RB

OR

BRID

GE

MIL

L

ST

RE

AM

NO

RT

H

HA

VE

NK

NO

X

CO

UN

TY

BRID

GE N

O. 2692

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

L.K

RU

SIN

SKI

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

S.

BO

DG

E

BO

RIN

G

LO

GS

__

__

__

T.W

HIT

E

__

_

AU

G

2015

0

5

10

15

20

25

1D

2D

3D

4D

R1

24/8

24/9

24/7

24/8

12/3

1.00 -

3.00

4.50 -

6.50

10.00 -

12.00

16.80 -

18.80

19.50 -

20.50

3/2/3/6

3/3/9/25

31/52/47/25

3/2/10/6

5

12

99

12

8

18

150

18

SSA

SPUN

CASE

2

6

8

8

5

14.60

6.10

0.10

-1.70

-4.40

-5.40

6" PAVEMENT.

0.50

Brown, damp, loose, Gravelly, fine to coarse SAND,

trace to little silt, (Fill).

Similar to above, except medium dense.

9.00

Brown, wet, very dense, Gravelly, medium to coarse


Roller Coned ahead to 16.8 ft bgs with large Roller

Cone. Very dense from 12.0- 14.5 ft bgs.

15.00

Very soft or VOID from 15.0-16.8 ft bgs.

16.80

Grey, wet, medium dense, Gravelly, fine to coarse SAND,

trace silt. (Fill).

Roller Cone ahead to 19.5 ft bgs.

19.50

Granite Cobble, put in cup.

Set in NW Casing from 19.5-31.3 ft bgs.

Roller Coned ahead to 25.0 ft bgs.

20.50

Maine Department of Transportation Project: Pulpit Harbor Bridge #2692

carries Pulpit Harbor Road over

Boring No.: BB-NHMS-201

Soil/Rock Exploration LogLocation: North Haven, Maine

US CUSTOMARY UNITS WIN: 17876.00

Driller: MaineDOT Elevation (ft.) 15.1 Auger ID/OD: 5" Solid Stem

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

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

Date Start/Finish: 5/19/2015-5/20/2015 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 13+14.4, 6.6 ft Lt. Casing ID/OD: NW Water Level*: None Observed

Hammer Efficiency Factor: 0.908 Hammer Type: Automatic Hydraulic Rope & Cathead

Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)

D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent

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

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

MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index

V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis

MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test

De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vation

(ft.)

Gra

phic

Lo

g

Visual Description and Remarks

Laboratory

Testing

Results/

AASHTO

and

Unified Class.

30

35

40

45

50

5D

6D

R2

R3

24/9

21.6/18

60/55

60/57

25.00 -

27.00

29.50 -

31.30

31.30 -

36.30

36.30 -

41.30

4/2/3/6

2/2/2/50(3.6")

5

4

8

6

6

8

27

22

26

19

a50

NQ-2

-16.20

-26.20

Grey, wet, medium stiff, SILT, some sand, some gravel,

little clay, trace shells, (Marine Sediments).

Dark grey, wet, medium stiff, SILT, some sand, some

gravel, little clay, trace shells and wood. (Marine

Sediments).

a50 blows for 0.3 ft.

31.30

Top of Bedrock at Elev. -16.2 ft.

R2:Bedrock: Light green, fine grained, metamorphic TUFF

veined with quartz and calcite, hard, fractured,

slightly weathered, joints at low angle angles, closely

spaced, smooth to irregular open to tight, microfaults

are healed, top 18" is fragmented and the remainder

broken along numberous irregular joints. (North Haven

Formation).

Rock Mass Quality = Poor.

R2:Core Times (min:sec)

31.3-32.3 ft (6:30)

32.3-33.3 ft (4:27)

33.3-34.3 ft (4:50)

34.3-35.3 ft (4:10)

R3:Bedrock: Similar to R1, except more jointing at

steep to vertical angles, and bottom half is

fragmented. (North Haven Formation.)

Rock Mass Quality = Poor.


36.3-37.3 ft (4:15)

37.3-38.3 ft (3:46)

38.3-39.3 ft (3:50)

39.3-40.3 ft (3:50)

41.30

Bottom of Exploration at 41.30 feet below ground

surface.

G#262100

A-4, CL

Non-Plastic

Remarks:

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

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

than those present at the time measurements were made. Boring No.: BB-NHMS-201

0

5

10

15

20

25

1D

2D

R1

MD

R2

3D

R3

24/16

24/9

14.4/

14.4

1.2/0

48/37

22.8/14

64.8/55

1.00 -

3.00

4.50 -

6.50

8.20 -

9.40

10.00 -

10.10

12.50 -

16.50

18.50 -

20.40

20.40 -

25.80

6/17/9/4

5/15/12/7

30(1.2")

3/5/11/25(4.8")

26

27

---

16

36

38

22

SSA

aSC

NQ-2

NQ-2

RC

NQ-2

14.87

7.00

5.80

5.20

4.80

2.70

-1.30

-5.20

4" PAVEMENT.

0.33

Brown, damp, dense, Gravelly, fine to coarse SAND,

trace to little silt, (Fill).

aSC = Spun Casing ahead

Similar to above, except wet.


8.20

R1: Granite Block. (Abandoned Pier?)


8.2-9.2 ft (6:00)

9.40

VOID.

Changed to NW Casing at 9.5 ft bgs.

10.00

Failed sample attempt. Cobble from 10.0- 10.4 ft bgs.

Roller Coned ahead from 10.1-12.5 ft bgs.

10.40

VOID.

12.50

R2: Granite Blocks. (Abandoned Pier?)


12.5-13.5 ft (9:00)

13.5-14.5 ft (3:00)

14.5-15.5 ft (3:00)

16.50


Brown, wet, medium dense, Gravelly, fine to coarse

SAND, little organics, little silt, (Fill).

20.40

R3: Granite Blocks. (Abandoned Pier?)


20.4-21.4 ft (4:20)

21.4-22.4 ft (4:45)

22.4-23.4 ft (2:05) 4" Core Drop

23.4-24.4 ft (2:05)

24.4-25.4 ft (8:10)







Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: Standard Split Spoon


Date Start/Finish: 7/12/11; 07:00-16:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"

Boring Location: 13+11.5, CL Casing ID/OD: HW & NW Water Level*: None Observed









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

R4

R4

R5

R6

R7

84/24

9.6/5

24/24

48/48

25.80 -

32.80

31.80 -

32.80

32.80 -

33.60

33.60 -

35.60

35.60 -

39.60

-16.60

-24.40

R4: Granite Blocks, cobbles and wood. (Abandoned Pier?)


25.8-26.8 ft (3:50)

26.8-27.8 ft (3:40)

27.8-28.8 ft (4:00) cobbles

28.8-29.8 ft (4:10)

29.8-30.8 ft (2:00) wood

30.8-31.8 ft (5:00)

31.80


R4 encountered bedrock from 31.8 ft to 32.8 ft.


32.8 ft.

R4, R5, R6, and R7 Bedrock: Grey, fine grained,

metamorphic, quartz rich, TUFF, hard, fresh to very

slight weathering, fractures oriented from horizontal

to vertical, very close, open, with iron staining and

minor silt in-filling, quartzite seams 1-2 mm thick.

(North Haven Formation).

Rock Mass Quality = Very Poor to Fair.


Core Blocked


33.6-34.6 ft (3:55)

Core Blocked


35.6-36.6 ft (2:25)

36.6-37.6 ft (3:15)

37.6-38.6 ft (4:08)

Core Blocked

39.60


surface.

Remarks:




0

5

10

15

20

25

R1 NQ-2 15.00

10.50

9.08

8.50

7.67

6" Bridge Deck.

0.50

5.0 ft from Top of Bridge Deck to Concrete Cap.

5.00

17" Concrete Cap

6.42

7" Seam or Gap.

7.00

10" Granite Block.

7.83

Bottom of Exploration at 7.83 feet below ground surface.






Driller: MaineDOT Elevation (ft.) 15.5 Auger ID/OD: N/A

Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: N/A


Date Start/Finish: 7/13/11; PM Drilling Method: Core Barrel Core Barrel: NQ-2"

Boring Location: 13+51.6, CL Casing ID/OD: N/A Water Level*: N/A

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








Remarks:

Pier 1.




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

R1 NQ-2 15.30

11.10

10.02

8.52

6" Bridge Deck.

0.50


4.70

13" Concrete Cap

5.78

18" Granite Block.

7.28




















Remarks:

Pier 2.




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

R1

R2

R3

24/8

14.4/4

24/4

7.2/3

40.8/

40.8

19.2/

19.2

24/24

0.00 -

2.00

5.00 -

6.20

9.00 -

11.00

15.00 -

15.60

15.80 -

19.20

19.20 -

20.80

20.80 -

22.80

6/8/3/3

9/30/30(2.4")

7/8/9/10

25/25(1.2")

11

---

17

---

15

24

18

11

6

9

14

20

162

58

24

35

47

113

120

114

118

NQ-2

-11.00

-16.00

-20.00

-22.60

-29.80

Brown, wet, medium dense, gravelly, fine to coarse

SAND, trace to little silt. (Tidal Washed Sediments).

4.00

Grey, wet, dense, gravelly, fine to coarse SAND, some

silt. (Tidal Washed Sediments).

Cobble from 6.2-7.0 ft bgs.


9.00

Grey, wet, medium dense, fine to coarse SAND, little

gravel, trace silt, shell fragments, (Tidal Washed

Sediments).

13.00

Grey, wet, very dense, fine to coarse Sandy SILT,

little gravel, (Glacial Till).

15.60



R1, R2, and R3 Bedrock: Grey, fine grained,

metamorphic, quartz rich TUFF, hard, fresh to very

slight weathering, fractures oriented from horizontal

to vertical, very close, open, with iron staining and

minor silt in-filling. [North Haven Formation].

Rock Mass Quality = Very Poor to Poor


15.8-16.8 ft (5:23)

16.8-17.8 ft (3:10)

17.8-18.8 ft (3:10)

No water return.

Core Blocked


19.2-20.2 ft (5:05)

Core Blocked






Driller: MaineDOT Elevation (ft.) -7.0 Auger ID/OD: 5" Solid Stem




Boring Location: 13+84.4, CL Casing ID/OD: NW Water Level*: Water Boring









De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vatio

n

(ft.)

Gra

phic

Log


Laboratory

Testing

Results/

AASHTO

and

Unified Class.

30

35

40

45

50


20.8-21.8 ft (3:05)

Core Blocked

22.80


surface.

Remarks:

23.3 ft from Bridge Deck to Ground.

Bridge Deck 6.5" thick.




SHEET NUMBER

OF

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

BRID

GE

Divisio

n:

Filena

me:...\

MS

TA\

008

_B

ORIN

G

LO

GS

2.d

gn

Userna

me:

Date:7/11/2

016

joshua.p.h

asbrouck

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

WIN

BRID

GE P

LA

NS

ST

AT

E O

F M

AIN

E

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

__

__

_

8

BR-1

787(6

00)X

28

17876.0

0

PU

LPIT

HA

RB

OR

BRID

GE

MIL

L

ST

RE

AM

NO

RT

H

HA

VE

NK

NO

X

CO

UN

TY

BRID

GE N

O. 2692

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

L.K

RU

SIN

SKI

__

__

__

__

__

__

__

__

__

__

__

__

__

__

__

S.

BO

DG

E

BO

RIN

G

LO

GS

__

__

__

T.W

HIT

E

__

_

AU

G

2015

0

5

10

15

20

25

R1 NQ-2 15.60

11.80

10.30

9.63

6" Bridge Deck.

0.50


4.30

18" Concrete Cap

5.80

8" Granite Block.

6.47




















Remarks:

Existing Pier 3.




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

R1 NQ-2 15.84

12.40

11.23

10.57

5.5" Bridge Deck.

0.46


3.90

14" Concrete Cap

5.07

8" Granite Block.

5.73




















Remarks:

Pier 4.




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

R1

R2

R2

R3

R4

24/7

18/15

72/64

42/42

43.2/

43.2

1.00 -

3.00

7.50 -

9.00

9.90 -

15.90

14.70 -

15.87

15.90 -

19.40

19.40 -

23.00

6/6/10/8 16 22

SSA

SPUN

CASE

NQ-2

NQ-2

16.78

13.20

9.70

2.50

-5.80

5" PAVEMENT.

0.42

Brown, damp, medium dense, Gravelly, fine to coarse


4.00

Grey-brown, wet, loose, Gravelly, fine to coarse SAND,

trace silt, (Fill).

Cobble from 7.0-7.4 ft bgs.

7.50

R1: Granite Block.


7.5-8.5 ft (5:00)

8.5-9.0 ft (7:00)


R2: Granite Block.


9.9-10.9 ft (3:05)

10.9-11.9 ft (3:45)

11.9-12.9 ft (4:50)

12.9-13.9 ft (2:30)

13.9-14.9 ft (1:15)

14.70

Top of Bedrock at Elev. 2.5 ft.

R2 encountered bedrock from 14.7 ft to 15.9 ft. RQD is


15.9 ft.

R2, R3, and R4 Bedrock: Grey, fine grained,

metamorphic, quartz rich TUFF, hard, fresh to very

slight weathering, highly fractured with fractures

oriented from horizontal to vertical, very close, open,

with iron staining and minor silt in-filling, one

quartzite seam 2 cm thick. (North Haven Formation).

Rock Mass Quality = Very Poor to Poor.


15.9-16.9 ft (5:10)

16.9-17.9 ft (3:55)

17.9-18.9 ft (3:60)

Core Blocked


19.4-20.4 ft (5:35)

20.4-21.4 ft (5:15)

21.4-22.4 ft (4:35)










Boring Location: 14+62.9, 0.6 ft Lt. Casing ID/OD: NW Water Level*: None Observed









De

pt

h (ft.)

Sa

mple

No.

Sample Information

Pe

n./

Rec. (i

n.)

Sa

mple

De

pt

h

(ft.)

Bl

ows (/

6 i

n.)

Shear

Stre

ngt

h

(psf)

N-

unc

orrecte

d

N6

0

Casi

ng

Bl

ows

Ele

vation

(ft.)

Gra

phic

Lo

g


Laboratory

Testing

Results/

AASHTO

and

Unified Class.

30

35

40

45

50

Core Blocked

23.00


surface.

Remarks:




0

5

10

15

20

25

S1

1D

R1

R2

R3

R4

24/4

62.4/24

60/53

60/60

48/48

1.00 -

2.50

5.00 -

7.00

7.50 -

12.70

12.70 -

17.70

17.70 -

22.70

22.70 -

26.70

3/4/3/6 7 11

SSA

23

77

a50

SPUN

CASE

NQ-2

16.83

13.00

9.50

2.20

2" PAVEMENT.

0.17

Brown, dry, Gravelly, fine to coarse SAND, trace silt,

(Fill).

4.00

Grey, wet, loose, Gravelly, coarse SAND, occasional

cobble. Roller Coned ahead to 7.5 ft bgs.

a50 blows for 0.5 ft.

7.50

R1: Granite block and small cobble.


7.5-8.5 ft (5:00)

8.5-9.5 ft (4:30)

Drop from 9.6-10.0 ft bgs

9.5-10.5 ft (3:00)

10.5-11.5 ft (4:40)

11.5-12.5 ft (3:00)

Soil from 11.9-12.7 ft bgs.

R2: Granite Block & Bedrock:


12.7-13.7 ft (5:25)

13.7-14.7 ft (10:33)

Open seam from 13.6-13.7 ft bgs.

14.7-15.7 ft (3:57)

Drop from 14.6-14.8 ft bgs, (VOID).

14.80

Top of Bedrock at Elev. 2.2 ft.

R2:Cont:Bedrock: Dark grey, fine grained, TUFF, very

hard, fresh.

R2:Core Times (min:sec) Cont.

15.7-16.7 ft (7:39)

R3:Bedrock: Dark grey, fine grained, metamorphic, TUFF,

very hard, fresh, joints moderalty close to wide, at

low angles to steep, smooth, some with iron staining,

some healed. (North Haven Formation).

Rock Mass Quality = Good.


17.7-18.7 ft (7:28)

18.7-19.7 ft (7:33)

19.7-20.7 ft (6:49)

20.7-21.7 ft (6:05)

R4:Bedrock: Similar to R3, except joints are steeper

and low angle joints are less planar.


22.7-23.7 ft (6:35)

23.7-24.7 ft (6:09)







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



Boring Location: 14+57, 6.1 ft Rt. Casing ID/OD: NW Water Level*: None Observed









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

-9.70

24.7-25.7 ft (8:44)

26.70


surface.

Remarks:




BRID

GE

Divisio

n:

Filena

me:...\

MS

TA\

009_

XS

EC

T_

11+2

5-11+7

5.d

gn

Userna

me:

Date:7/11/2

016

joshua.p.h

asbrouck

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

D

OF

DE

SIG

N2-

DE

TAIL

ED

2

DE

SIG

N3-

DE

TAIL

ED

3

BRID

GE P

LA

NS

DE

PA

RT

ME

NT O

F T

RA

NSP

OR

TA

TIO

N

ST

AT

E O

F M

AIN

E

DA

TE

SIG

NA

TU

RE

P.E.

NU

MB

ER

CR

OS

S

SE

CTIO

NS

15

20

25

30

35

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

11+50.00

15

20

25

30

35

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

20

25

30

35

0 5 10 15 20 25 30-5-10-15-20-25-30

11+25.00

20

25

30

35

0 5 10 15 20 25 30-5-10-15-20-25-30

CLCLCL

15

20

25

30

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

11+75.00

15

20

25

30

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

CLCLCL

Match Existing

CLCLCL

Sta. 11+25 to Sta. 11+75

Sta. 11+25 Rt., Begin constructing gravel shoulder for guardrail flareSta. 11+25 Lt., Begin constructing gravel shoulder for guardrail flare

9

BR-1

787(6

00)X

28

17876.0

0

PU

LPIT

HA

RB

OR

BRID

GE

MIL

L

ST

RE

AM

NO

RT

H

HA

VE

NK

NO

X

CO

UN

TY

BRID

GE N

O. 2692

M.

Wig

ht

15

20

25

30

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

15

20

25

30

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

CLCLCL

11+60.3Sta. 11+60.3–, 15.6– Ft. Lt. to Sta. 11+98.5–, 11.0 Ft. Lt.

Install Low Volume Guardrail End

Sta. 11+80.9–, 15.6– Ft. Rt. to Sta. 12+16.5–, 11.0 Ft. Rt.

Install Low Volume Guardrail End

J.

Hasbrouck

D.

Sha

w

É Construction

TYPICAL APPROACH SECTION

2:1 2:1

Varies Varies

Asphalt

4" Hot Mix

Course Gravel

20" Aggregate Subbase Guardrail (Typ.)

Type 3C Modified

Berm

2’-0"

Travel Lane

11’-0"

Travel Lane

11’-0"

Berm

2’-0"

(Typ.)

Paved Shoulders

3" Hand Placed (Typ.)

Paved Shoulders

3" Hand Placed

12" Aggregate Subbase Coarse Gravel (Typ.)

WIN

June 2

016

BRID

GE

Divisio

n:

Filena

me:...\

MS

TA\

010_

XS

EC

T_

12

+00-12

+5

0.d

gn

Userna

me:

Date:7/11/2

016

joshua.p.h

asbrouck

DE

SIG

N-

DE

TAIL

ED

BY

DA

TE

PR

OJ.

MA

NA

GE

R

SHEET NUMBER

FIE

LD

CH

AN

GE

S

RE

VISIO

NS

1

RE

VISIO

NS

2

RE

VISIO

NS

3

RE

VISIO

NS

4

CH

EC

KE

D-

RE

VIE

WE

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12+00.00

10

15

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5

10

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20

25

30

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

12+25.00

5

10

15

20

25

30

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

Sta. 12+00 to Sta. 12+50

0

5

10

15

20

25

-5

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

12+50.00

0

5

10

15

20

25

-5

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

Utility Pole

20.2– Ft. Lt.

STA. 12+11.1–

20.4– Ft. Rt.

STA. 12+14.8–

2: 1

10

BR-1

787(6

00)X

28

17876.0

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1.5: 1

2: 1

2: 1

21.24

19.52

2.4–: 1

18.37

Sta. 11+98.5–, 11.0 Ft. Lt. to Sta. 12+75.7–, 11.0 Ft. Lt.

Install 75.0 L.F. of Type 3c Guardrail

Sta. 12+16.5–, 11.0 Ft. Rt. to Sta. 12+77.5–, 11.0 Ft. Rt.

Install 62.5 L.F. of Type 3c Guardrail

J.

Hasbrouck

D.

Sha

w

-5.0%+3.0%

-6.0%+4.5%

Stone Blanket

Stone Blanket

Stone Blanket (Typ.)

WIN

Utility Stub Pole

To be removed

6 inch Protective Aggregate Cushion (Typ.)

June 2

016

Transitioning

BRID

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016

joshua.p.h

asbrouck

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12+75.00

0

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10

15

20

25

-5

-10

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

0

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20

25

-5

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

13+00.00

0

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10

15

20

25

-5

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Sta. 12+75 to Sta. 13+00

11

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787(6

00)X

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BRIDGE

1.5: 1

2: 1

2: 1

1.5: 1

17.77

17.78

J.

Hasbrouck

D.

Sha

w

Sta. 12+75 to end of Abutment No. 1 slab

Install Choke Stone Layers from

Choke Stone Layer

Aggregate Subbase Course Gravel

Aggregate Subbase Course Gravel

Granular Borrow

Separation Geotextile

-4.0%

-3.0%

+1.5%

+0.0%

Sta. 12+89.4– to Sta. 13+22– RT.

Install 33 L.F. of Concrete Gravity Wall with Rail

Sta. 12+88.6– to Sta. 13+22– LT.


Concrete Gravity Retaining Wall

Sta. 12+75.7–, 11.0 Ft. Lt. to

Install Bridge Transition Type 2


Aggregate Cushion (Typ.)


Aggregate Cushion (Typ.)

Granular Borrow

WIN

Sta. 12+88, 25 Ft. Rt.

Proposed Utility Pole

June 2

016


Sta. 12+77.5–, 11.0 Ft. Rt. to


1.5: 1

Prefabricated Concrete Retaining Wall

Railing Moment Slab

Soil Fill (Typ.)

1.5: 1

BRID

GE

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Date:7/11/2

016

joshua.p.h

asbrouck

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5

10

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25

-5

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

14+50.00

0

5

10

15

20

25

-5

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

Sta. 14+50 to Sta. 15+00

5

10

15

20

25

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

14+75.00

5

10

15

20

25

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

10

15

20

25

30

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

15+00.00

10

15

20

25

30

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

CLCLCL

STA. 14+92.42

STA. 14+95.92

19.53

17.1– Ft. Rt.

2" Spruce

21.2– Ft. Rt.

12" Spruce

STA. 14+93.9–

14" Birch

26.5– Ft. Rt.

STA. 15+04.8–2" Spruce

22.2– Ft. Rt.

STA. 15+11.5–

Utility Pole

Utility Pole

22.6– Ft. Lt.

20.0– Ft. Lt.

STA. 14+94.9–

12

BR-1

787(6

00)X

28

17876.0

0

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M.

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ht

3: 1

19.63

19.37

J.

Hasbrouck

D.

Sha

w

-2.0% -2.0%

-2.0% -2.0%

-2.0% -2.0%

Leveling Slab

Granular Borrow

Stone Blanket

Sta. 14+53– to Sta. 14+76.2– LT.


Sta. 14+53– to Sta. 14+75.8– RT.


to Sta. 14+88.2–, 11.0 Ft. Lt.



to Sta. 14+88.2–, 11.0 Ft. Rt.



Leveling Slab Stone Blanket

Sta. 14+80, 25 Ft. Rt.


To be removed

To be removed

6 Inch Protective Aggregate Cushion 6 Inch Protective Aggregate Cushion

WIN

June 2

016

2.3: 1

Sta. 14+88.2–, 11.0 Ft. Lt. to Sta. 15+20.3–, 12.0 Ft. Lt.

Install Guardrail 350 Tangent Terminal

Sta. 14+88.2–, 11.0 Ft. Rt. to Sta. 15+19.2–, 12.0 Ft. Rt.

Install Guardrail 350 Tangent Terminal

Railing Moment Slab

BRID

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Date:7/11/2

016

joshua.p.h

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

15+50.00

10

15

20

25

30

35

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

15

20

25

30

35

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

15+75.00

15

20

25

30

35

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

20.44

Match Existing

12" MAPLE

59.6– Ft. Rt.

STA. 15+65.2–

14" MAPLE

61.9– Ft. Rt.

STA. 15+87.1–

10" CRAB APPLE

38.2– Ft. Rt.

STA. 15+50.4–

10

15

20

25

30

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

15+25.00

10

15

20

25

30

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

14" Birch8" Hemlock

STA. 15+17.8–

34.6– Ft. Rt.STA. 15+15.3–

26.2– Ft. Rt.

19.93Transitioning

Sta. 15+25 to Sta. 15+75

Existing 4" P.V.C.

13

BR-1

787(6

00)X

28

17876.0

0

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Hasbrouck

D.

Sha

w

(Remove)

Sta. 15+57, 20 Ft. Lt.


June 2

016

STA. 15+18.3–

15 Ft. Rt.–

Mailbox

as per Resident)

(Remove and reset

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014

_Abut

ment_

No.1.d

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Date:7/11/2

016

joshua.p.h

asbrouck

OF

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AB

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NO.

1

J.

Hasbrouck

D.

Sha

wJune 2

016

ABUTMENT NOTES

Department following the standard process for design changes.

8. Proposals to precast parts of the substructure will be considered by the

7. Chink the existing granite abutments before erecting the superstructure.

grade and cross slopes.

seat elevations or shim the bearings as required to match the final profile

6. Elevations shown are for Deck Option I. For Option II, adjust the bearing

separately.

Prefabricated Concrete Retaining Wall pay item and will not be paid for

Fill called for by the wingwall manufacturer’s design will be incidental to the

Borrow. Pay limits will be the back edge of the abutment slab for the abutment.

5. Abutments, wingwalls, and their footings shall be backfilled with Granular

Specifications Section 512, French Drains.

4. Construct French Drains behind the abutments in accordance with Standard

Standard Details Section 502.

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

locations shown.

2. Place drains with a 4 inch diameter in the breastwall and wingwalls at the

otherwise noted.

1. Reinforcing steel shall have a minimum concrete cover of 3 inches unless

ABUTMENT NO. 1 PLAN

2’-0"4’-6"3’-0"2’-0"2’-0"3’-0"4’-6"2’-0"

11’-6"11’-6"

É Construction


20’-6"

1’-6

"1’-6

"1’-6

"

11’-6"11’-6"

7’-0"3’-6"3’-6"7’-0"

É Bearing É BearingÉ BearingÉ Bearing

Abutment

Stone

Existing

7’-3"7’-3"

É 4" Ì P.V.C. Pipe É 4" Ì P.V.C. PipeÉ 4" Ì P.V.C. Pipe

É Construction

ABUTMENT NO. 1 ELEVATION

6" Typ.

Top of Slab EL. 11.43

Bridge Seat EL. 12.10

N.F. EL. 16.18 (Typ.)

F.F. EL. 16.16 (Typ.)

Const. Joint EL. 12.35

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Date:7/11/2

016

joshua.p.h

asbrouck

OF

DE

SIG

N2-

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3

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15

BR-1

787(6

00)X

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17876.0

0

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O. 2692

M.

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AB

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REIN

FO

RC

EM

EN

T

J.

Hasbrouck

D.

Sha

wJune 2

016

Abutment

Stone

Existing

É Construction

É Construction



3" Clear 3" Clear

6"6"

(22 ~ Top

&

Botto

m)

5’-4�" 2’-6"2’-6"4�" 5’-4�" 4�"

8"1 ~ Set "A"

8"1 ~ Set "A"

6" 6"

ABUTMENT NO. 1 PLAN

Set A (Typ.)

3"

3"

3"

3"

11 ~ Set "A" @ 12" 11 ~ Set "A" @ 12"

Construction Joint6"

4"

6"

8"

12"

Bridge Seat

Top of Slab

46 ~ #8 bars @ 6" (Top)

23 ~ #6 bars @ 12" (Bottom)

44 ~ #5 bars

@ 12

"

2 ~ #5 bent bars

@ 12

"

2 ~ #5 bent bars

@ 12

"

(Botto

m

Footing)

3 ~ #5 bars

@ 12

"

(Top Footing)

6 ~ #8 bars

@ 6"

6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6" 6 ~ #5 U-bars @ 6" 6 ~ #5 U-bars @ 6"

3"

3"

3"

3"

Set "A"= 2 ~ #7 hooks & 1 ~ #5 U-bar (Top)

E.F. = Each Face

(3

E.F.)

6 ~ #5 bars

@ 18

"

(1 E.F.)

2 ~ #5 bars

#5 bent bar#5 bent bar

4 ~ #5 U-bars @ 5" 5 ~ #5 U-bars @ 6" 5 ~ #5 U-bars @ 6" 4 ~ #5 U-bars @ 5"

10" x 1’-5" x 10"

#5 U-bar

10" x 1’-5" x 10"

#5 U-bar#5 U-bar

10" x 2’-5" x 10"10" x 2’-5" x 10"

#5 U-bar

3"

9"

SECTION BETWEEN BEARING PEDESTALS


#8 bar #6 bar#5 bar (Typ.)

#5 bar (Typ.)

#8 bars

5’-10" x 1’-2"

#7 hooks

#5 U-bar

Typ.

1’-6

" min.

1’-6" x 11�" x 1’-6"

-2.0%

with elbow

4" Ì P.V.C. Pipe

SECTION THROUGH BEARING PEDESTAL


#5 bar (Typ.)

#8 bar#5 bar (Typ.) #6 bar

#8 bars

#5 U-bars

5’-10" x 1’-2"

#7 hooks

#5 U-bar

#5 U-bar

1’-6" x 11�" x 1’-6"

1’-8" x 3’-11�" x 1’-8"

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Date:7/11/2

016

joshua.p.h

asbrouck

OF

DE

SIG

N2-

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16

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787(6

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0

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M.

Wig

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AB

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ME

NT

NO.

2

J.

Hasbrouck

D.

Sha

wJune 2

016

Abutment

Stone

Existing

7’-3"7’-3"

É 4" Ì P.V.C. Pipe É 4" Ì P.V.C. PipeÉ 4" Ì P.V.C. Pipe

É Construction

2’-0"4’-6"3’-0"2’-0"2’-0"3’-0"4’-6"2’-0"

11’-6"11’-6"

É Construction

1’-2" 1’-2"

20’-6"

1’-6

"1’-6

"1’-6

"

11’-6"11’-6"

7’-0"3’-6"3’-6"7’-0"

É Bearing É BearingÉ BearingÉ Bearing

6" Typ.


ABUTMENT NO. 2 PLAN


F.F. EL. 19.40

N.F. EL. 19.39

N.F. EL. 19.14 (Typ.)

F.F. EL. 19.15 (Typ.)

N.F. EL. 18.28 (Typ.)

F.F. EL. 18.29 (Typ.)

Top of Slab EL. 12.77

Const. Joint EL. 13.69

Bridge Seat EL. 13.44

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Abutment

Stone

Existing

É Construction

5’-4�" 2’-6"2’-6"4�" 5’-4�" 4�"

8"8"

6" 6"

@ 18

"(4 E.F.)

Construction Joint

ABUTMENT NO. 2 PLAN



É Construction

3" Clear 3" Clear

6"6"

(22 ~ Top

&

Botto

m)

3"

3"

3"

3"

3"

3"

3"

3"

6"

4"

6"

8"

12"

Set B (Typ.)

1 ~ Set "B"11 ~ Set "B" @ 12" 11 ~ Set "B" @ 12"

1 ~ Set "B"

46 ~ #8 bars @ 6" (Top)

23 ~ #6 bars @ 12" (Bottom)

44 ~ #5 bars

@ 12

"

2 ~ #5 bent bars

@ 12

"

(Top Footing)

6 ~ #8 bars

@ 6"

(Botto

m

Footing)

3 ~ #5 bars

@ 12

"

6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6"

2 ~ #5 bent bars

@ 12

"

3’-3" x 5" x 3’-3"

#5 bent bar

3’-3" x 5" x 3’-3"

#5 bent bar

(1 E.F.)

2 ~ #5 bars

Set "B"= 2 ~ #7 hooks & 1 ~ #5 U-bar (Top)

E.F. = Each Face

8 ~ #5 bars

4 ~ #5 U-bar @ 5"5 ~ #5 U-bars @ 6"5 ~ #5 U-bars @ 6"4 ~ #5 U-bars @ 5"

Bridge Seat

Top of Slab

10" x 1’-5" x 10"

#5 U-bar

10" x 1’-5" x 10"

#5 U-bar#5 U-bar

10" x 2’-5" x 10"10" x 2’-5" x 10"

#5 U-bar

3"

9"

SECTION BETWEEN BEARING PEDESTALS

Brg., Abut. No. 2 É

#7 hooks

#5 bars (Typ.)

#6 bar #8 bar #5 bars (Typ.)#8 bars

Typ.

1’-6

" min.

1’-6" x 11�" x 1’-6"

#5 U-bar

with elbow

4" Ì P.V.C. Pipe

SECTION THROUGH BEARING PEDESTAL

Brg., Abut. No. 2 É

#5 bars (Typ.)

#8 bars

#5 U-bars

#6 bar #8 bar #5 bars (Typ.)

7’-3" x 1’-2"

#7 hooks

1’-6" x 11�" x 1’-6"

#5 U-bar

1’-8" x 3’-11�" x 1’-8"

#5 U-bar

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2�"6"7�"7�"6"2�"

1’-4"1’-4"

2’-8"

3"

3"

7"

7"

1"1"

8"

8"

1’-4

"

4�

"

4�

"

�"

Recess

É Holes É Girder É Holes

PLAN

É Holes

A

A

(7 - 11 Ga. Steel Reinforced Layers)

(2 - �" External Elastomeric Layers)

(6 - �" Internal Elastomeric Layers)

Steel Reinforced Elastomeric Bearing

SECTION A-A


North

1 �" Masonry Plate

Girder

Typ.

�

�

See Notes

ELEVATION

É Girder

1 �

"

1 �

"

3�" Shear Block

Abutment No. 1 - Interior Fixed Bearing

1 �" Sole Plate

and Shear Block (Typ.)

1 �" Ì Holes for Sole, Masonry

and É Holes

2 ~ �" Preformed Pads

1 �

"

7"

7"

1"1"

8"

8"

1’-4

"

4�

"

4�

"

�"

Recess

É Girder

PLAN

É Holes

A

A





SECTION A-A

Girder

�

See Notes

ELEVATION

É Girder

1 �

"

1 �

"

1�"7�"7�"1�"

1’-0"1’-0"

Masonry Plate

1’-8"

Sole Plate

2’-0"

1�"8�"8�"1�"

É Hole É Hole

1 �" Sole Plate

(Typ.)

Masonry Plate Only

�" Ì Hole for

and É Holes

É Brg., Abut. No. 1 or 2


Abutment No. 1 & 2 - Exterior Bearing

1 �

"


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ELASTOMERIC BEARING NOTES

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load for the Service I load combination, without impact.

Specifications, Subsection 523.23, Item 4, is 156 kips. This is the total

10. The "Bearing Design Load" for each bearing as noted in the Standard

Section 523.094.

all adjustments have been made in accordance with Standard Specification

9. The Contractor shall not weld the girders to the sole plate until after

crayons or other suitable means.

The temperature shall be verified by the use of temperature indicating

controlled such that steel adjacent to the elastomer does not exceed 200 ?F.

from field weld flash and spatter. Heat from welding operations shall be

8. All necessary precautions shall be taken to protect bearing components

reset as directed by the Resident.

If the ambient air temperature is outside this range, the bearings shall be

when the ambient air temperature is within the range of 65 ?F and 90 ?F.

7. The bearings are designed so that the superstructure may be erected

6. Bearings shall be covered during transit.

is installed.

upstation. All marks shall be permanent and shall be visible after the bearing

the bearing location on the bridge and a direction arrow that points

5. All bearings shall be marked prior to shipping. The marks shall include

as the structural steel. Shear blocks shall be galvanized to ASTM A 153.

Sole plates for steel superstructures shall be treated in the same manner

4. Masonry plates shall be galvanized in accordance with Section 506.

shall be swedged on the embedded portion of the rod.

requirements of ASTM A320 with a minimum yield strength of 105 ksi and

of ASTM A 709/A 709M, Grade 50. Anchor rods shall meet the

3. Masonry plates, sole plates, and shear blocks shall meet the requirements

primary mold process. Sole plate shall be vulcanized to elastomer.

2. Vulcanization of the elastomer to the steel plates shall be done during the

1. The shear modulus of the elastomer shall be 125 psi.

2�"6"7�"7�"6"2�"

1’-4"1’-4"

2’-8"

3"

3"

7"

7"

1"1"

8"

8"

1’-4

"

PLAN

É Girder É HolesÉ Holes

É Holes


Girder

Typ.

�

�

See Notes

ELEVATION

É Girder

3�" Shear Block

4�

"

4�

"

�"

Recess





SECTION B-B

1 �

"

1 �

"


South

B

B

Plate Only (Typ.)

1 �" Ì Hole for Masonry

for Sole Plate only (Typ.)

1 �" x 2�" Slotted Hole

Abutment No. 2 - Interior Expansion Bearing

1 �" Sole Plate

and É Holes


1 �

"

1�" Ì Hole (Typ.)

Shear Block with

Top of Concrete

Threads

Exclu

ded

full engagement

Provide enough thread for

8"

12"

min. E

mbed

ment

Top of Concrete

Embed

ment

2"

6"

min.

TYPE II ANCHOR RODTYPE I ANCHOR RODFor Interior Bearings - 8 Required For Exterior Bearings - 8 Required

�" x 3" x 3" ˚ Washer (Typ.)

with two Stainless Steel Nuts and

É 1 �" Ì Stainless Steel Anchor Rod

Hardened Steel Washer

with Stainless Steel Nuts and

É �" Ì Stainless Steel Anchor Rod

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STRUCTURAL STEEL NOTES

14. The holes in girder G1 for the water main attachment shall be drilled prior to coating application.

field.

13. Weld shear studs to bare, uncoated metal. The studs may be welded before coating or the coating removed in the

12. All bolts, nuts, and washers shall be hot-dip galvanized in accordance with ASTM A153.

must meet the Class C coefficient rating as a minimum.

roughened by means of hand wire brushing after galvanizing. Power brushing is not permitted. Metallized faying surfaces

11. All galvanized faying surfaces at the bolted splices, including those on the girder and splice plates, shall be

between 7 mils and 12 mils.

10. The bend test referenced in Standard Specifications Section 506.33 may be conducted with a coating thickness

Standard Specifications Section 506, Shop Applied Protective Coating - Steel (Hot-Dip Galvanizing).

with either Standard Specifications Section 506, Shop Applied Protective Coating - Steel (Thermal Spray Coating) or

9. Structural steel including the girders, stiffeners, connection plates, and crossframes shall be coated in accordance

for the 3 second maximum gust and was analyzed as four girders erected.

8. Structural steel was designed with a vertical construction load of 50 lb/SF and a lateral wind velocity of 80 mph

7. The "Drip Bar" detail shall be used adjacent to each abutment as shown on all girders.

6. Shear studs for Deck Option I shown. For Option II, use 137 spaces at 11 inches (Double Studs)

5. Crossframe or diaphragm connection plates may be either plumb or normal to the top flange.

4. Bearing stiffeners shall be plumb after erection and dead loading of the structure.

a field splice shall be not less than 20 feet in length unless otherwise shown on the plans.

3. Sections of flange plates or web plates between transverse shop splices or between a transverse shop splice and

on either flange or web. No transverse butt weld splices will be allowed in areas of stress reversal.

web or flange butt welds shall be located within one foot of other transverse welds (e.g. connection plates to web welds)

weld splices in flanges shall be not less than one foot from transverse butt welds in the web plates and no transverse

the span length (whichever is greater) from the points of maximum negative moment or maximum positive moment. Butt

2. No transverse butt weld splices will be allowed in the flange plates or web plates within 10 feet or 10 percent of

finished grade profile.

1. Camber ordinates, as shown, are computed to compensate for all dead load deflections and for the curvature of the


FRAMING PLAN

G1

G2

G3

G4

C2

C2

C2 K K

Bearing Stiffeners (Typ.)

É Construction

21’-0

"

7’-0"

7’-0"

7’-0"

K

K

K

K

Connection Plate (Typ.)

É Optional Field Splice

9’-0"

12’-6"25’-0"25’-0"

125’-0"

Symmetric about É of Bridge

(Fixed)

Typ.

�

�

Typ.

�

�

GIRDER ELEVATION


41’-0"

1’-0"1’-0"

Flange ˚ 1 �" x 18"


Flange ˚ 1 �" x 22"

302 Shear Connectors / Girder

41’-0"


Web ˚ �" x 45"

Studs placed in shear stud blockouts - See note

˚ �x7 (one side or both sides)

(See Framing Plan for layout)

Connection Plate

(Fixed) (Exp.)

˚ �x7 (both sides)

Bearing Stiffener

˚ �x7 (both sides)

Bearing Stiffener

274 Shear Studs each beam

CAMBER DETAIL

2�

"

4�

"

5�

"

6�

"

7"


0 12.5’ 25.0’ 37.5’ 50.0’ 62.5’ 75.0’ 87.5’ 100.0’ 112.5’ 125.0’

1’-4�

"

Reference Line (Level)

2�

"

4�

"

5�

"

6�

"

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2nd Tenth 3rd Tenth 4th Tenth Midspan 7th Tenth 8th Tenth 9th Tenth6th TenthAbut. No. 1

0.00

0.00

0.00

Abut. No. 2

0.00

0.00

0.00

1st Tenth

Superimposed Dead Load

Steel Dead Load

Concrete Dead Load

Table of Deflections in Inches (Option I)

G1 & G4

G2 & G3

0.00

0.00

0.00Superimposed Dead Load

Steel Dead Load

Concrete Dead Load

0.00

0.00

0.00

0.518

1.482

0.190

0.980

2.804

0.359

1.342

3.839

0.491

1.572

4.496

0.575

1.651

4.721

0.604

1.572

4.496

0.575

1.342

3.839

0.491

0.980

2.804

0.359

0.518

1.482

0.190

0.533 1.008 1.380 1.616 1.697 1.616 1.380 1.008 0.533

1.482 2.804 3.839 4.496 4.721 4.496 3.839 2.804 1.482

0.171 0.324 0.444 0.520 0.546 0.520 0.444 0.324 0.171

Bottom of Slab Elevations in Feet (Option I)

ALL

Girder

16.92

Abut. No. 1

17.20

1st Tenth

17.46

2nd Tenth

17.68

3rd Tenth

17.89

4th Tenth

18.04

Midspan

18.15

6th Tenth

18.22

7th Tenth

18.26

8th Tenth

18.26

9th Tenth

18.26

Abut. No. 2

1 �" 1 �"

2’-6�"


É Flange

8"

9 Spaces @ 3" = 2’-3"4"9 Spaces @ 3" = 2’-3"

BOTTOM FLANGE SPLICE

1’-8

"

3"

3"

8"

10"

10"

2�

"3"

4�

"4�

"3"

2�

"

2�

"2�

"

1 �" 1 �"

2’-6�"


9 Spaces @ 3" = 2’-3"4"9 Spaces @ 3" = 2’-3"

1 �

"3"

3�

"3�

"3"

1 �

"

TOP FLANGE SPLICE

6" 8"

3"

1 �

"3"

1 �

"

6"

É Flange

1’-4

"

1 �

"1 �

"

12 spaces

@ 3" =

3’-0"

É Web

1’-7�

"

1 �" 1 �"3"3"4"3"3"

9�"


(1 ~ Ea. side)

2 ~ ˚ 19x39x�

SPLICE ELEVATION

Bolts on Flange Plates not shown for clarity

�" max.

˚ 16x61x1

�" Splice bolt (Typ.)

SPLICE SECTION

˚ 19x39x�

É Girder and Splice

(Typ.)

˚ 6x61x1

˚ 19x39x�

˚ 20x61x1

(Typ.)

˚ 9x61x1�

2" 10’-0"

�Typ.

�"

�Typ. 3 sides

DRIP BAR SECTIONDRIP BAR PLAN

É Brg., Abutment No. 1 or 2

Grade DownDrip Bar �x� Bottom Flange

(all around)

Drip Bar

10"

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SUPERSTRUCTURE NOTES

8. Reinforcing Steel in the superstructure shall be epoxy coated.

the panel joints. See the example Full Depth Deck Panels Plans for details.

7. If Full Depth Precast Deck Panels are used, the longitudinal bars are not required to cross

Abutment No. 2 = 1 �inch

Abutment No. 1 = None

6. The seal(s) to be furnished shall have minimum Movement Rating(s) as follows:

Provision 535 pay item.

will be considered incidental to the appropriate Standard Specifications Section 502 or Special

5. Payment for reinforcing steel fabricated, delivered, and placed in the structural concrete slab

Concrete Precast Deck Panels, and in accordance with the Standard Details.

depth cast-in-place deck slab, in accordance with Special Provisions Section 502, Structural

4. At the Contractor’s option, Partial Depth Precast Deck Panels may be used as part of the full

continuously and shall be kept plastic until the entire placement has been made.

3. For the cast-in-place option, the superstructure slab concrete for each span shall be placed

2. Reinforcing steel shall have a minimum concrete cover of 3 inches unless otherwise noted.

of bearing of the abutments. Refer to Standard Detail 502(03) for blocking details.

1. The theoretical blocking used for design of the structure is 3�inches at the centerline

2’-4�" 13 Rail Post spaces @ 9’-3" = 120’-3"

125’-0" Span


3’-0"End Superstructure

Opposite side similiar

6" 3�"–

SUPERSTRUCTURE PLAN

9"

15 ~ Longitudin

al

Bars

@ 18

" (T

op)

50 ~ Longitudin

al

Bars

@ 6" (B

ot.)

8"

2’-4�"

Typ.

2’-2" Min. Lap Splice

1’-7�"1’-7�"

É Rail Post É Rail Post É Rail Post

Typ.

2’-1�"

Typ.

2’-1�"

Typ. Typ.

End Superstructure

1’-3�"–

Typ.

2’-9"

Min. Lap Splice

É Const.

9"

258 ~ #5 bars @ 6" Top

258 ~ #5 bars @ 6" Bottom

14 ~ Pairs of #5 bent bars @ 3" at each Rail Post (Typ.)

(784 ~ #5 bent bars Total, 392 each side)(Typ. each side)

7 ~ #5 bent bars @ 6"

18 ~ #5 bent bars

(6

@ 12

" betw

een gir

ders)

@ 12

" in overhang

2 ~ #5 bent bars

@ 12

" in overhang

2 ~ #5 bent bars

3 ~ #5 bars @ 9"

(2 @ 9" between girders)

6 ~ #5 bars

#5 bar

#5 bar

#5 bar

#5 bar #5 bar

#5 bar

(Typ. each side)

3 ~ #5 Longitudinal Bars @ 6" (Top overhang)

11 ~ #5 bent bars @ 6" between Rail Posts (Typ.)

(286 ~ #5 bent bars Total, 143 each side) (Typ. each side)

4 ~ #5 bent bars @ 6"

1 ~ #5 bar

(2 @ 8" between girders)

6 ~ #5 bars

18 ~ #5 bent b

ars

(6

@ 12

" b

etw

een gir

ders)

(1 @

Ea.

Gir

der)

4 ~ #5 bent bars

@ 12

" in overhang

2 ~ #5 bent bars

@ 12

" in overhang

2 ~ #5 bent bars

(1 @

Ea.

Gir

der)

4 ~ #5 bent bars

6’-0" x 11" x 1’-9"

6’-0" x 11" x 3’-3" x 9�" x 2’-1" 4’-4" x 11" x 1’-7" x 9" x 2’-1"

5" x 8’-0"

12’-8"

12’-8"

4’-4" x 11"

4’-4" x 5" x 4’-4" (Typ.)

6’-0" x 5" x 6’-0" (Typ.)


Cast-in-place reinforcement shown

1" Ì P.V.C. Pipes

@ 10’ –

É Construction

1" Clear

2" Clear

TRANSVERSE SECTION

#5 bars#5 bars

Deck Option I

#5 bent bar (Typ.)

(Under rail posts)

@ 6" (Top)(Typ.)

3 ~ #5 bars

10"

1’-6�"

2"

Typ.

6"

Typ.

3"

1" Ì P.V.C. Pipe

É Construction

2’-2"7’-0"7’-0"7’-0"2’-2"

1’-8"

Travel Lane

11’-0"

Travel Lane

11’-0"

1’-8"

TYPICAL BRIDGE SECTIONOption 1

-2.0%

Water Line

Seasonal

�" (Nom.) High Performance

Waterproofing Membrane

(Typ.)

Bridge Rail

2 Bar Scenic

2" Hot Mix Asphalt with

(Typ.)

Steel Girder

at É Construction

8" at Curb and 11"

Precast Concrete Deck

É Construction

2’-2"7’-0"7’-0"7’-0"2’-2"

1’-8"

Travel Lane

11’-0"

Travel Lane

11’-0"

1’-8"

TYPICAL BRIDGE SECTION

Seasonal Water Line

-2.0% -2.0%

(Typ.)

Bridge Rail

2 Bar Scenic

Option II

(Typ.)

Steel Girder

Concrete Wearing Surface

Deck including 1" Integral

9" Cast in Place Concrete

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June 2

016

ABUTMENT NO. 1 SECTION



ABUTMENT NO. 2 SECTION

French Drain

2’-0" x 2’-0"

Abutment Rebar not shown for clarity Abutment Rebar not shown for clarity

Geotextile

Erosion Control

Borrow

Granular

French Drain

2’-0" x 2’-0"

Geotextile

Erosion Control

Borrow

Granular

Drain Pay Item

Limits of French

Drain Pay Item

Limits of French

Compression Seal

�" Neoprene Pad

#5 bent bar #5 bent bar

NOTES

Course Gravel

Aggregate Subbase

Hot Mix AsphaltCourse Gravel

Aggregate Subbase Hot Mix Asphalt

Asphalt Sealing Compound

Saw cut 1�" and fill with Emulsified

3"

6"

be paid for directly, but will be considered incidental to related Contract Items.

2. Saw cutting pavement and Emulsified Asphalt Sealing Compound will not

but will be considered incidental to related contract items.

and extend the full deck width. Neoprene pads will not be paid for directly,

Subsection 711.09. The neoprene pads shall be the width of the backwall

1. Neoprene pads shall meet the requirements of Standard Specification

3"

6"

with elbow

4" Ì P.V.C. Pipe

with elbow

4" Ì P.V.C. Pipe

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Non-Shrink Grout

�" Typ.

1"2"

1"

1" Typ.Joint Filler

Full Depth Deck PanelFull Depth Deck Panel

SECTION C-CShear Key Detail

É Blockout

2’-2"7’-0"3’-6"3’-6"7’-0"2’-2"

É Blockout É Blockout É Blockout

É Bridge

Varies

Asse

mbly

É Leveling

Asse

mbly

É Leveling

Typ.

2’-0"

É Blockout

É Blockout

É Blockout

É Leveling Assembly

É Leveling Assembly

25’-4"

FULL DEPTH DECK PANEL PLAN

A A

Typ.

2’-0"

Typ.

2’-0"

C

C B

B

LEVELING DEVICE

TYPICAL SECTION

Bridge Girder

to plate (if required)

Reinforcing bar welded

Tapered Blockout

Removable Bolt

removal of bolt.

been grouted. Grout blockout after

Remove bolt after haunches have

Pipe sleeve

Haunch concrete not shown for clarity

FULL DEPTH DECK PANEL NOTES

drawings shown may not allow adequate space.

Check railing post locations and additional reinforcement necessary. The example

be substituted.

of the panels and the number of devices. Alternate layouts for leveling the panels may

The Contractor is responsible for the design of the leveling device based on the weight

grout after their removal.

surface. Patch all recesses from lifting devices and leveling devices with an approved

Recess concrete around lifting and leveling devices a minimum of 1 inch below the

be allowed. Do not cut transverse reinforcing steel.

modified as necessary to avoid conflicts. No reduction in the area of steel per foot will

The panels shall be reinforced according to the cast in place deck reinforcing layout,

and methods and submit shop drawings to the Department for review.

dimensions and layout based on the project requirements and their construction equipment

These plans are given for information only. The Contractor shall determine the exact panel

5.

4.

3.

2.

1.

3"�" Drip Notch

Typ.

1’-3"

Typ.

1’-6"

É Bridge

SECTION A-A

10"

Reinforcing not shown for clarity

-2.0%

Typ.

9"

Typ.

2" Clear

blockouts are moved to between blockouts.

Transverse bars that would run through shear stud

SECTION B-B

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PREFABRICATED CONCRETE WALL NOTES

PR

EF

AB

RIC

AT

ED

CO

NC

RE

TE

shall be manufactured with the tolerances of Subsection 674.02 under Concrete Units: Tolerances.

7. The Railing Moment Slab shall consist of concrete meeting the requirements of Subsection 712.061 and

wall pay item.

Wall drainage shall be directed away from the bridge. Payment for the drainage system will be incidental to the

6. Install a drainage system behind the Concrete Retaining Wall at Abutment No. 1 East and West Retaining Walls.

factored bearing pressure shall not exceed the factored bearing resistance of 4.0 ksf.

B ˇ 3.5 Ft., 5.0 ksf for 3.5 < B < 5 Ft., and 6.0 ksf for B > 6 Ft.. At the Service Limit State the applied

bearing pressure for the Strength Limit State shall not exceed the factored bearing resistance of 4.5 ksf for

5. For those portions of the Retaining Wall not constructed on the Abutment Footings, the applied factored

95% of AASHTO T-180, or directly on existing granite blocks.

Pad constructed on Crushed Stone meeting 703.31, or Granular Borrow for Underwater Backfill compacted to

4. Those portions of Retaining Walls not on the Abutment Footing shall be constructed on a Concrete Leveling

the Railing Moment Slab shall be included in the retaining wall design.

674. Live load surcharge, Moment Slab loads, and impact loads transferred to the Concrete Retaining Wall from

3. The Concrete Retaining Wall shall be designed in accordance with Standard Specifications Section 672 or

Modular Gravity Wall, or Precast Concrete Block Gravity Wall, per square foot, complete in place.

of Moment Slab and Concrete Retaining Wall will be paid for at the contract unit price of Prefabricated Concrete

foot of front face not to exceed the dimensions shown unless authorized by the Resident. The accepted quantity

shown for estimating purposes only. Moment Slab and Concrete Retaining Wall will be measured by the square

Licensed Professional Engineer and the design shall be submitted to the Department for review. Plan details are

TL-2 crash requirements. The Concrete Retaining Wall and Moment Slab shall be designed and stamped by a

2. The Retaining Wall design shall include the design of the Moment Slab supporting the railing using AASHTO

Qualified Project List (QPL) and be manufactured by a licensed manufacturer of the selected product.

Section 672, in conjunction with a Railing Moment Slab. The wall system shall be on the MaineDOT

Gravity Wall in accordance with Section 674 or a Precast Concrete Block Gravity Wall in accordance with

1. The Contractor shall provide a Concrete Retaining Wall consisting of either a Prefabricated Concrete Modular

13’-0"

6"

6"

Abutment No. 1 Backwall


11’-0" 22’-0" 3’-0"

2"

Cha

mfer

Top of West Wall EL. 17.44

Top of East Wall EL. 17.77Top of East Wall EL. 17.60


Top of East Wall EL. 17.81


WITH RAILING MOMENT SLAB

ABUTMENT NO. 1 EAST RETAINING WALL

Abutment No. 1 West Retaining Wall with Railing Moment Slab similar

Top of Concrete Leveling Pad EL. 11.43 Top of Abutment No. 1 Footing EL. 11.43

Sta. 12

+89

Sta. 13

+22

Approxim

ate

Finished Grade10

" Fascia

6’-0"–

6"

6"



3’-0"

23’-0"3’-0"

Top of Wall EL. 19.13

2"

Cha

mfer

Top of Wall EL. 19.38

Top of Abutment No. 2 Footing EL. 12.77

WITH RAILING MOMENT SLAB

ABUTMENT NO. 2 EAST RETAINING WALL

Abutment No. 2 West Retaining Wall with Railing Moment Slab similar

Top of Concrete Leveling Pad EL. 12.77

Sta. 14

+53

Sta. 14

+76

Finishe

d Grade

Approxi

mate

6’-7"–

10" Fascia

End of Abutment No. 1 Footing

2’-0" 3’-10�"2 spaces @ 9’-3" = 18’-6"8’-7�"

12’-6" 20’-6"

3’-0"



Post spacing

Opposite side similar

PLAN - ABUTMENT NO. 1

French

Drain


33’-0"

Wall Drainage System




End of Abutment No. 2 Footing

2’-0"3’-0"

Post spacing

3’-10�" 9’-3" 7’-10�"

20’-6" 2’-6"

Opposite side similar

PLAN - ABUTMENT NO. 2

French

Drain


23’-0"



Top of Wall Elevation

-1.0%

Manufacturer is representative)

(Design by Retaining Wall

Railing Moment Slab

Concrete Leveling Pad

Top of Abutment Footing or

Face of Prefabricated

Concrete Retaining Wall

TYPICAL PREFABRICATED CONCRETE RETAINING WALL

Retaining Wall Section

Approved Shop Drawings

to be determined per

Approved drainage system

6" Underdrain

Abutment Backwall

2’-0"

2’-0"

Geotextile Fabric



CORNER DETAILShown below fascia overhang

-1.0%

Manufacturer is representative)

(Design by Retaining Wall

Railing Moment Slab



min.

6"

1’-9"

drains @ 5’-0"–

1" Ì plastic tube

MOMENT SLAB

1’-8"

10"

1’-1"

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1’-8"

11"

1’-7

"

�" Pad

Clear Roadway

HSS 6x2x�

HSS 6x2x�

3�

"Projection

(Typ.)

ASSEMBLY DETAIL(Bridge overhang shown, wingwall similar)

PLAN

rail bolts not shown)

(Anchor bolts, rails, and

10"

�"

�"

11"

2’-5�

"

˚ �x10x2’-7�" (2 Ea.)

5" 1�"3�"

�

1’-4�

"2"

8�

"

2�

"

�"

2’-6"

˚ �x11

Typ.�

�

2�" 2�"3�"

Bar 2x�x0’-8"

1"1"

1"1"

3�"8"3�"

1’-2�"

FRONT VIEW

DECK POST DETAILS

(See Plan View for anchor bolt hole spacing)

SIDE VIEW

Typ.�

1 �"

typ. typ.

slot (Typ.)

�"x 1 �"

2’-6"

of reinforcing steel

top and bottom mats

Place anchorage between

Detail and note)

(See Rail Bolt

Rail Bolt Assembly

TackTyp.

(3 required per post)

Washers. Wrench tight.

2 Hex Nuts and 2

(5" threads) 1 HS Bolt,

�" Ì x 0’-11" HS Bolt

7�"1 �" 1 �"

3�"7�"7�"

˚ �x11x1’-2�"

1 �

"1 �

"5�

"5�

"1’-2�

"

1’-6�"

É Post

1 �"Ì hole (typ.)

11"6" 1 �"

Roadway

Face of Curb

4"6"8"6"4"

2’-4"

STANDARD SLEEVE

2�

"2�

"

2’-6�"

4"6"10�"6"4"

EXPANSION SLEEVE

2�

"2�

"

END VIEW

5�

"

1�"

SLEEVE DETAILS

continuous, and ground flush

�" ˚ bent, welded

continuous, and ground flush

�" ˚ bent, welded

(See notes)

(Top & bottom)

1" X 3�" slot (Typ.)

(See notes)

(Top & bottom)

1" X 3�" slot (Typ.)

(Top & bottom)

1" Ì hole (Typ.)

ANCHORAGE PLATE DETAIL

*Bar 3 x �x 1’-6"

8�"7�"2"

1’-6"

6�

"5�

"5�

"6�

"

2’-0"

*Bar 3 x �x 0’-3"

*Bar 3 x �x 2’-0"

1" Ì hole (Typ.)

(Anchor bolts and slab not shown)

(* Not galvanized)

É Post

MATERIALS

All Other Bolts & Nuts (Unless Noted)

Anchor Studs, Washers & Heavy Hex Nuts

Rail Posts, Shapes & Plates

Rail Bars ASTM A500/A501, Grade A

ASTM A709, Grade 36

ASTM A449

ASTM A307, Grade A

NOTES

10. Seal gaps by welding prior to galvanizing.

plate shall be tightened to a snug fit and given an additional � turn.

9. Anchor bolts shall be set with a template. Nuts securing the post base

of zinc rich paint conforming to the requirements of ASTM A780.

8. After installing the rails, paint exposed bolts threads with two coats

paint conforming to the requirements of ASTM A780.

surface areas of the railing components with coats of zinc rich

7. Before installing rails, paint all cut, drilled, or otherwise damaged

bolts (Shop or Field). See post details for hole spacing.

6. At post locations, drill two 1�" Ì holes in the rails to receive rail

with SSPC-SP6.

hardware shall be blast-cleaned prior to galvanizing in accordance

Either ASTM A153 or ASTM B695, Class 50, Type 1. Parts except

ASTM A123, except that hardware shall meet the requrements of

5. All parts shall be galvanized after fabrication in accordance with

and the material shall be as-rolled.

be done in accordance with ASTM A673. The H frequency shall be used

15 ft-lb at 0° F or proportional values of sub-size specimens. Testing shall

4. Tubing shall meet the longitudinal CVN minimum requirements of

3. Anchor bolts may be tack welded to anchorage (shop or field).

on one side of splice only.

2. Slots may be omitted in standard sleeves where bolts are required

passes over the bridge expansion joint as indicated on the plan.

1. Ensure the expansion splice is located in the railing panel which

1"3�"1"

5�"

RAIL BOLT DETAIL

Bar �"Ì x0’-9"

3�

"

Thread

2"

1" R

Hex Nut (Typ.)

Lock Washer (Typ.)

(Centered)

�" Ì holes

˚ Washer with

�x2x0’-5�"

DE

SIG

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__

_

BRID

GE

RAIL

DE

TAIL

S

ELEVATION AT TERMINAL

É End Post

2’-0"

4"4"10�"

90°

Pay Limit

(Corrugated Beam Guardrail Connection)

9"

4�

"4�

"

1"3�

"3�

"1"

Typ.�

�" x�" clip (Typ.)

1" Ì hole (Typ.)

HSS 6 x 2 x � (Typ.)

�(See notes)

Typ.

(Top or Bottom Rail)

STANDARD SPLICE

Standard Sleeve

6"3�"

1’-6"

É Post

�"

É Post

3�"6" 6"3�"

1’-6"

EXPANSION SPLICE(Top And Bottom Rail)

3"

Expansion Sleeve

(Typ. all splices)

Wrench tight, do not crush rail.

Hex Nut, Washer, & Lock Washer.

for �" Ì x 3�" HS Bolt W/

É 1" Ì holes in rail (centered)

Roadway

Clear

�

END RAIL SECTION


FF HSS 6 x 2 x �

Place flush w/

Bent ˚ �x 9

Roadway

Clear4"2"

�

�

BRACE BAR DETAIL(See Notes)


RF HSS 6 x 2 x �

Place edge flush w/

Bar 2 x �x 0’-9"

NOTES

closest splice, 2’-0" from the splice.

6. Place a brace bar between the terminal end and the

5. Do not shop splice rails.

except at expansion splices.

4. Not more than one splice is permitted per side of a post,

3. Splice may be located on either side of a post.

over a minimum of two posts.

if either the top or bottom rail in the terminal is continuous

of two posts. Railing that is part of a terminal is continuous

2. Ensure each rail length is continuous over a minimum

the longer rail.

1. Either top or bottom rail in terminal section may be

BENT PLATE SECTION

2’-2"

2�"1’-11�"

2�

"

Road

way

Clear

2" R

FF HSS 6 x 2 x �

�

Bent ˚ �x 9 x 2’-3�"

(Top rail not shown)

WELL

4" PVC SLEEVE

15" CMP

227

YIELD

16

19 ELE

CTRIC

ELE

CTRIC16

GR

AV

EL

GR

ANIT

E 3

X3 2’ T

ALL

3’ DIA D

UG

WELL

83/1 E

LECTRIC

12"

SPR

UCE

21 ELE

CTRIC

ELE

CTRIC

NET

&T 8/1

5

12"

MAPLE

14"

MAPLE

8"

HE

MLO

CK

14"

BIR

CH

WO

OD

S

EN

TR

AN

CE

14"

BIR

CH

APPLE

8"

CR

AB

APPLE

6"

CR

AB

10"

CR

AB

APPLE

ELE

CTRIC

88/8/2

0

12 TONS

WEIGHT LIMIT

2X2 R

OCKS

LINE OF

ABOVE G

ROUND

4" P

LASTIC PIP

E

LINE OF2X2 ROCKS

INTERSECTIO

N SIG

N

12 TON

WEIGHT LIMIT

HOUSE

ON

GR

OU

ND

4" PL

ASTIC PIP

E

2" SPRUCES

COND. 5/31/16 5041 52

18

+46

18

+46

19

+00

20

+00

21

+00

21

+58

POB = STA. 18+46.14

PC = STA. 19+66.86

PT = S

TA. 21+33.1

4

POE = STA. 2

1+58.14

E

=

3.9

6’

T

=

83.3

9’

L =

166.2

8’

R

=

875.0

0’

PI =

20

+50.2

5C

UR

VE

DA

TA

#1

10+00

11+00

12+00

13+0014+00

15+0016+00

16+94

PT =

ST

A. 9+

75.6

6

PC =

ST

A. 10+

82.9

8

PT

=

ST

A. 13

+01.86

PC

=

ST

A. 14

+58.77

PT

=

ST

A. 15

+69.55

PO

E

=

ST

A. 16

+93.72

E =

14.1

3’

T =

93.1

7’

L =

180.6

7’

R =

300.0

0’

PI =

8+

88.1

6

CU

RV

E

DA

TA #

1

E = 16.56’

T = 112.66’

L = 218.88’

R = 375.00’

PI = 11+95.64

CURVE DATA #2

E = 1.23’

T = 55.43’

L = 110.78’

R = 1250.00’

PI = 15+14.19

CURVE DATA #3

WA

TE

R

LIN

E

WA

TE

R

LOW

WA

TE

R

LIN

E

LO

W

LO

WW

ATER

WA

TE

R

LIN

E

WATER

LIN

E

LIN

EL

OW

LO

W

LO

W

WATER

LINE

LO

W

HIG

H

WA

TE

R

LINE

HIG

HW

AT

ER

LIN

E

HIG

H

WA

TE

R

LIN

E

HIG

H

WA

TE

R

LINE

WROUGHT PORTION (L.O.W.P.)HIGHWAY PURPOSES WITHIN LIMITS OFNOTE: PRESCRIPTIVE EASEMENT FOR

LIMI

TS

PO

RTIO

N

L. O. W.. P.

LIMITS

PORTION

OFWROUGHT

LIMITS

OFW

ROUGHTPORTION

NO

RT

H

SH

OR

E

RO

AD

PU

LPIT

HA

RB

OR

RO

AD

ZONE

LIMITS OFWROUGHT PORTION

LIMITS

OFWROUGHT PORTION

NORTH HAVEN CONSERVATION PARTNERS

LOT 6TAX MAP 25

LOT 38

TAX MAP 19

LO

W

OF

P.L.

LIN

E

P.L.

P.L.

P.L.

P.L.

3 RODS WIDE (TO HIGH WATER)

1850

VOL. 3 PAGE 167

WALDO COUNTY COMMISSIONERS RECORDS

PULPIT HARBOR ROAD

WATER

P.L.

LIN

E

PULPIT HARBOR

WRO

UG

HT

+47*+08*

+75 +25

45’

45’

35’

113’*

66’*

156.91’

156.91’

Flood

Ebb

Concrete Cablemate (Typ.)

Heavy Riprap (Typ.)

Proposed Pole

Proposed Pole

+09*

+13*

78’*

68’*

52’*

+27*

+15*

+28*

92.35’

49’*

15.78’

PULPIT HARBOR ROAD

END B.L.

PULPIT HARBOR ROAD

26’*

27’*

13’*

210’*

154’*

25’*

50’*

46’*

39’*

39’*

97’*

100’*

MARGARET R. MAYFIELDE. SCOTT MAYFIELD

MILL STREAM

P.L.

P.L.

35’

+30

46’*

44’*

BEGIN B.L.

23’*

35’

35’

P.L.

+68+85

TEMP. CONST. LIMITS

+75

+40

65’

60’

SLOPE

EASEMENT

P.L.

+40

50’

+60

50’

EASE.

SLO

PE

ï »¿1410î��

ï »¿450î��

1’*

ï »¿20î��

ï »¿1655î��

ï »¿940î��

1935* S.F.

ï »¿780î��

ï »¿950î��

ï »¿880î��

ï »¿0.05î �

ï »¿45î��

REM. AREA = 27.76* AC.

TOTAL AREA = 27.8* AC. (OWNER)

TEMP. CONST. RIGHTS = 45* S.F. (1)

TOTAL LAND TAKEN = 1860* S.F.

LAND TAKEN = 1410* S.F. (OTHER)

LAND TAKEN = 450* S.F. (PRESC. EASE.)

PARCEL NO. (1)

ï»¿550î��

ï »¿120î��

45’

56’*

16.81’

24’*

P.L.LIM

ITS

LIMITS

218.88’

GRID


TOTAL AREA = 6.5* AC. (CALC.)

SLOPE EASE. = 0.05* AC. (1)

TOTAL LAND TAKEN = 0.06* AC.

LAND TAKEN = 960* S.F. (OTHER) (2)


PARCEL NO. (2)

156.91’ 110.78’

2 RODS WIDE (PULPIT HARBOR ROAD-EAST)3 RODS WIDE (TO PULPIT HARBOR ROAD)1878

VOL. 2 PAGE 206

KNOX COUNTY COMMISSIONERS RECORDSNORTH SHORE ROAD

NORTH HAVEN CONSERVATION PARTNERS

PLAN BOOK 9, PAGE 14KNOX COUNTY REGISTRY OF DEEDSBY EDWARD W. COFFINAUGUST 1967CONVEYED TO JOHN D. ROCKEFELLER, IIIARTHUR W. AND ANNE A. BEVERAGE FARMSEE PLAN SHOWING A PORTION OF THE

CABINET 19, SHEET 45

KNOX COUNTY REGISTRY OF DEEDS

JULY 2006

BY RICHARDS, CRANSTON & CHAPMAN, INC.

SEE BOUNDARY SURVEY FOR EUGENE POOL

REM. AREA = 1.74* AC.TOTAL AREA = 1.8* AC. (CALC.)TOTAL LAND TAKEN = 0.06* AC.LAND TAKEN = 1935* S.F. (OTHER)LAND TAKEN = 880* S.F. (PRESC. EASE.)PARCEL NO. (4)

DAVID GILLESPIE 2012 GIFT TRUST

DAVID H. GILLESPIE, TRUSTEE


TOTAL AREA = 1.3* AC. (DEED)

TEMP. CONST. RIGHTS = 120* S.F. (1)

SLOPE EASE. = 550* S.F. (1)

TOTAL LAND TAKEN = 0.04* AC.

LAND TAKEN = 950* S.F. (OTHER)


PARCEL NO. (3)

40’*

TEMPORARY CONST. RIGHTS

NO. GRANTOR INSTRUMENT DATE BOOK PAGE

COUNTY RECORDSHEET NUMBER

OFDATE

COMMISSIONER

CHIEF ENGINEER

REVISIONS

NO. DATE DESCRIPTION BY

SY

MB

OLS

(SE

PTIC T

AN

K)

WA

TE

R LIN

E

GA

S LIN

E

ELE

CT

RIC LIN

E

TE

LE

PH

ON

E LIN

E

SE

WE

R LIN

E

PR

OP

ER

TY LIN

E

EXIS

TIN

G RIG

HT O

F W

AY

CO

NT

RO

L O

F A

CC

ES

S

NE

W RIG

HT O

F W

AY

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

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OR

TA

TIO

N

16 S

TA

TE H

OU

SE ST

ATIO

N - A

UG

UST

A, M

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4333-0

016

NE

W R

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ITHIN E

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T.

RO

W

BM

GR

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E

CO

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TR

UC

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IT LIN

E PL

(WE

LL)

(RO

W M

ON

UM

EN

T)

(TR

AV

ER

SE P

OIN

T)

ITE

MT

EC

HC

HE

CK

ED

BA

SE

MA

P

EXIS

T.

R/

W

PR

OP.

LIN

ES

AR

EA

S

OVER

RIGHT-OF-WAY MAP

WIN

MILL STREAM

SCALE 1"= 25’

PLAN FILED IN PLAN BOOK PAGE

DAVID BERNHARDT

JOYCE NOEL TAYLOR

BRID

GE

Divisio

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001_

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AN

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Date:7/11/2

016

joshua.p.h

asbrouck

S.T.

WW

GG

EE

TT

WE

LL

(IR

ON PIP

E or PIN F

OU

ND)

IPor

IPF

LIM

ITS O

F W

RO

UG

HT P

OR

TIO

N (

L.O.W.P.)

BRIDGE NO. 2692

PULPIT HARBOR BRIDGE

017876.00

TOWNWAY

PULPIT HARBOR ROAD

KNOX COUNTY 28NORTH HAVEN

FEDERAL AID PROJECT NO. BR-1787(600)X

JUNE 2015

SHEET 1 OF 1

NO

RT

H

HA

VE

N

28

D.W.B.

D.W.B.

THIS

PL

AN

WA

S

PR

EP

AR

ED IN

CO

NN

EC

TIO

N

WIT

H

TH

E

DE

PA

RT

ME

NT’S

AC

QUISITIO

N

OF

RE

AL P

RO

PE

RT

Y

FO

R

TR

AN

SP

OR

TA

TIO

N

PU

RP

OS

ES. IT

CA

NN

OT

BE

US

ED

OR

RE

LIE

D

UP

ON

TO

ES

TA

BLIS

H

LE

GA

L

BO

UN

DA

RIE

S

BE

TW

EE

N

AB

UT

TIN

G

PR

OP

ER

TY

OW

NE

RS.

D.W.B.

P.N.S.

D.O.T. FILE NO. 7-161

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