s & angela m. ellis - suffolk, va

1"=10'

1"=10'

PLAN

B-1

AND GENERAL NOTES

PLAN, PROFILE, DESIGN EXCEPTIONS

oN29 -56'-44"W

Elev. 39.20

39'-

8"

LB

39.36

Elev.

100'-0"

Sta. 12+45.00

End of slab

End of bridge

L

Span a

-0.69%+0.36%

V.C. = 160.00'

C.G. EL = 39.57

C.G. Sta. = 11+95.00

Sta. 11+45.00

Abutment A

End of slab

Sta. 12+45.00

Abutment B

End of slab

state line

To North Carolina

To Rte. 13

Const.

Carolina Road90 typ.

o

DEVELOPED SECTION ALONG CAROLINA ROAD CONSTR. B

Ordinary high water elev. 31.0

Face of rail

Face of rail

Existing overhead power line

Proposed retaining wall typ.

sheet B-2

See detail on

26" deep, typ.

Dry riprap Class I,

100'-0"

Span a

Edge of stream

Approach slab

10"

19'-

10"

19'-

10"

10"

Approach slab

Sta. 11+45.00

End of slab

Beginning of bridge

Finished grade

ABUTMENT B

Finished grade

21

21

Constr.

along Carolina Road

Exist. profile

LB

Cypress S

wa

mp

Sleeper pad

Sleeper pad

Edge of stream25'-0" 25'-0"

100-year water surface elev. 35.7

ABUTMENT A

GENERAL NOTES:

DESIGN EXCEPTION(S):

None.

References to the "Engineer" refer to the City Operations Mananger.

FHWA Construction and Scour Code: X081-S5

Bench Mark: See Sheet 1 for location of nearest geodetic control monument.

Bridge No. of existing bridge is 1814. Plan No. is 23-04 and 23-04A.

for review and approval prior to ordering reinforcing steel.

as any details or dimensions. Shop drawings shall be submitted to the Engineer

The Contractor shall determine the number of reinforcing bars required as well

the crane operator.

an automatic limit device or an elevated warning line/barrier placed in view of

Use a dedicated spotter, a proximity alarm, a range control warning device,

Use only nonconductive tag lines.

and transporters to review measures to prevent encroachment.

Conduct meetings as necessary with appropriate crews, equipment operators,

Contractor shall take the following actions (including but not limited to):

specified period of time during construction at the discretion of Dominion Power.

OSHA 29 CFR 1926.1407-1411. It may be possible to de-energize lines for a

so as to maintain a minimum clearance of 10 feet from the power lines per

work. Contact: Whitney McCarty, (757) 255-3012. All work shall be performed

equipment operations around their assets prior to beginning any proposed

Contractor shall coordinate with Dominion Power to determine appropriate

All concrete shall be low permeability.

contractor prior to beginning construction.

All existing dimensions and conditions shall be verified in the field by the

compressive cylinder strength at time of release of strands equal to 8000 psi.

compressive cylinder strength at 28 days equal to 10000 psi and a minimum

Prestressed concrete in precast bulb-T beams shall be Class A5 having a minimum

shall be Class A3.

Concrete in substructure wingwalls shall be Class A4, in footings and retaining walls

integral backwalls and parapets shall be Low Shrinkage Class A4 Modified.

Concrete in prestressed piles shall be Class A5. Concrete in superstructure, including

conforming to ASTM A416 Grade 270.

Prestressing strands shall be uncoated, seven-wire, low-relaxation steel strands

for Class I CRR Steel, Class III may be substituted for Class II.

reinforcing steel schedule. CRR Steel, Class II or Class III, may be substituted

of CRR steel(s) required on this project is/are noted on plan sheets and in the

of the three Classes listed in Section 223 of the specifications. The class(es)

Corrosion resistant reinforcing (CRR) steels shall conform to one or more

tolerances.

except where otherwise noted and are subject to fabrication and construction

All reinforcing bar dimensions on the detailed drawings are to center of bars

reinforcement) which shall conform to Section 223 of the Specifications.

Grade 60 except for reinforcing steels noted as CRR (corrosion resistant

All reinforcing steel shall be deformed and shall conform to ASTM A615

Design loading includes 15 psf allowance for future wearing surface.

construction methods.

Design loading includes 20 psf allowance for construction tolerances and

Specifications and Special Provisions included in the contract documents.

These plans are incomplete unless accompanied by the Supplemental

The stations shown are along Carolina Road Constr. .

Bridge Standards, 2008 including all current reisions.

Standards: Virginia Department of Transportation Road and

7th Edition, 2014 w/2015 and 2016 Interim Revisions; and VDOT Modifications.

Design: AASHTO LRFD Bridge Design Specifications,

Bridge Specifications, 2016.

Construction: Virginia Department of Transportation Road and

Specifications:

Drainage area: 23.5 sq. mi.

Capacity: HL-93 loading.

Span layout: 1 - 100' prestressed concrete 45" deep bulb-T beam span.

Width: 39'-8" face-to-face of rails.

LB

152975-01.dgn

Remove existing structure

structure

Remove existing

TAX ID: 66*4

INST. #20100414000038810

JAMES C. ELLIS & ANGELA M. ELLIS

NOW OR FORMERLYSEE NOTE #8

NO. REVISIONBYDATE

SCALE

HORIZ:

VERT:

DRAWN BY:

DESIGN BY:

APPROVED BY:

DATE:

CADD FILE

PROJECT NO.

TASK NO.

SHEET

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152975

1

http://www.mbakerintl.com

Fax (757) 463-0503

Phone (757) 463-8770

Virginia Beach, VA 23452

272 Bendix Road, Suite 400

DEPARTMENT OF PUBLIC WORKS

CITY OF SUFFOLK

MARCH 2021

152975- .dgn

ALS/TNB

STRUCTURE #1814 BRIDGE REPLACEMENT

CAROLINA ROAD (RTE. 32) OVER CYPRESS SWAMP

Sheet No.

INDEX OF SHEETS

Description

NTS

NTSB-2

INDEX OF SHEETS

ESTIMATED QUANTITIES AND

Construction Surveying

LS

LS

LS

Neat

Abutment A

17.4

Abutment B

Footing

Neat

Total

12.8

48.0

Piles

Concrete

Prestressed

531

177

482

289

ESTIMATED QUANTITIES - SUBSTRUCTURE ONLY

550

Units Quantity

200

Item

575

77.0

Bridge Deck Grooving

Corrosion Resistant Reinforcing Steel, Class II

Concrete Class A4 Bridge Approach Slab

Reinforcing Steel Bridge Approach Slab

Preformed Elastomeric Joint Sealer 3"

EA

LF

CY

SY

LB

CY

LB

LF

16"

LF TON

Excav.

Struct.

CY

Wall Drain

Geocomposite

SY

6"

Underdrain

Pipe

LF

Structure Number 1814

Dismantle and Remove Existing

3.3

3.1

6.4

Class A4

Concrete

953

953

261

depth +90'-100'

Prestressed Concrete Beam, Bulb-T 45"

866

866

LF

1 Rail

BR27C

Railing,

26"

Class I

Dry Riprap

Concrete Low Shrinkage Class A4 Modified

Railing, BR27C 1 Rail

LF

12:1

TYPICAL SLOPE PROTECTION DETAIL

3'-

0"

3'-0"

Toe of slope

Edge of riprap

dry riprap Class I (26")

2'-2" slope protection

7'-0"3'-0"

B-6 and B-7

Varies, see sheets

Class A3

Concrete

Footing

Class I

Reinf. Steel,

Resistant

Corrosion

LUMP SUM BID ITEMS

Mobilization

aggregate bedding4" no. 25 or 26

fabricGeotextile filter

2:1

Edge of berm

AbutmentBridge

Testing

Pile

Dynamic

EA EA

Cofferdams

SY

Zone)

(Abutment

Backfill

Select

SY 441Cover Depth Survey

9.3

8.5

10

10

20

1

1

2

17

12

29

92

85

15

15

30

1

1

2

4

166.3

34,350

13,010

60

LBCYCY

Bid price for Concrete Class A3 shall include ƒ" expanded rubber joint filler and 1" expanded rubber joint filler.

Bid item Corrosion Resistant Reinf. Steel, Class I shall include the quantity for retaining walls.

Bid item Concrete Class A3 shall include the quantity for retaining walls.

Denotes items to be paid for on the basis of plan quantities in accordance with current VDOT Road and Bridge Specifications.

Corrosion Resistant Reinforcing Steel, Class II includes integral backwalls.

Concrete Low Shrinkage Class A4 Modified includes integral backwalls.

slabs.

Bid Item Bridge Deck Grooving includes the quantity for approach

accordance with current VDOT Road and Bridge Specifications.

Denotes items to be paid for on the basis of plan quantities in

Concrete Pile

Prestressed

16"

NS Preboring

1,270

1,640

1,130

1,460

ESTIMATED QUANTITIES - SUPERSTRUCTURE ONLY

5,500 1,906 1,013 1,732

Approach slab

Prestressed concrete piles

Reinforcing steel schedule and bending diagram

BR27C rail connections and notes

42" - BR27C steel railing

Deck slab elevations

Deck slab plan

details

Prestressed concrete beam intermediate diaphragm

details

Prestressed concrete bulb-T miscellaneous beam

Prestressed concrete bulb-T PCBT-45

Erection diagram and top of slab elevations

Transverse section

Abutment A and B retaining wall details

Abutment A and B wingwall details

Abutment B sections & details

Abutment A sections & details

Abutment B plan, elevation and footing

Abutment A plan, elevation and footing

Substructure layout

Estimated quantities and index of sheets

and general notes

Title sheet; Plan, profile, design exceptions

B-21

B-20

B-19

B-18

B-17

B-16

B-15

B-14

B-13

B-12

B-11

B-10

B-9

B-8

B-7

B-6

B-5

B-4

B-3

B-2

B-1

152975-02.dgnNO. REVISIONBYDATE

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DESIGN BY:

APPROVED BY:

DATE:

CADD FILE

PROJECT NO.

TASK NO.

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CITY OF SUFFOLK

MARCH 2021

152975- .dgn

ALS/TNB



B-3

SUBSTRUCTURE LAYOUT

1"=5'

1"=5'

20'-

8"

20'-

8"

41'-

4"

20'-

8"

20'-

8"

41'-

4"

3'-0"3'-0"

Span a

LB

Abut. B

End of slab

12+45.00

Sta.

Const.

Carolina Road90 typ.o

typ.

7'-6"

3'-

0"

typ.

100'-0"

oN29 -56'-44"W

11+45.00

Sta.

7'-6" 7'-6"

7'-6"

3'-

0"

2'-5" typ.

7'-3ƒ" 7'-3ƒ"

2'-5" typ.

3'-

0"

3'-

0"

Abut. A

End of slab

SUBSTRUCTURE LAYOUT

Existing substructure

1'-

2" ty

p.

1'-

2" ty

p.

Pile Size

Resistance

Factored Axial

16" 86132

13216" 86

16" 12

16" 12

19

19

PILE DATA TABLE

Abutment A

Abutment B

Abutment A

Retaining walls -

Abutment B

Retaining walls -

During Driving

Measured

Resistance

Nominal Axial

(Tons/pile) (Tons/pile)

Unit

Substructure

Elevation

Estimated Tip

Elevation

Minimum Tip

-53.52

-52.21

2.93

4.24

-12.00

-16.00

2.93

4.24 additional preboring is required, it will be paid for at the unit price bid.

Estimated quantities include a pay item for preboring (20 LF). If

City and the independent testing agency performing pile testing.

will also require preboring. Determination shall be confirmed by the

10' below bottom of footings to determine if the production piles

18' below existing grade. Test piles shall be prebored to a depth of

A relatively hard layer is noted at Boring B-2 roughly between 10' to

in conflict shall be removed a minimum of 2' below the mudline.

foundation shall be removed full depth. Existing substructures not

All existing piles and/or substructures in conflict with proposed

For boring locations, see sheets 1C(1) and 1C(2).

For details of neat work, see abutment and retaining wall details.

of locating footings of abutments and retaining walls.

The substructure layout is to be used only for the purpose

NOTES:


SCALE

HORIZ:

VERT:

DRAWN BY:

DESIGN BY:

APPROVED BY:

DATE:

CADD FILE

PROJECT NO.

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CITY OF SUFFOLK

MARCH 2021

ALS/TNB



B-4

1/4"=1'-0"

1/4"=1'-0"

AND FOOTING

ABUTMENT A PLAN, ELEVATION

LC

thru center of piles

abutment and line

drain from to surface of fill.

with geotextile fabric. Slope to

6" dia. perforated pipe wrapped

LC

EPS material

End of slab

3'-

0"

1'-

6" abutment

integral

Face of

DETAIL A

Beam A Beam B Beam C Beam D

Table of bottom of Beam Elevations

2'-1‚"

Carolina Road Constr. LB

LC

End of slab

support, typ.

Temporary

Elev. 28.48 ELEVATION

11'-0"

Elev. 38.95

Elev. 38.95

PLAN

Elev. 39.36

Sta. 11+45.00

abutment

integral

Back of

7"

LC

filler, typ.

rubber joint

ƒ" expanded

B64

A64

B64

A64

LB

4"

12" = 2'-0"

2 spa. @

1'-0" typ.

C84

C84

18 spa. @ 5"

beams

typ. between @ 5" typ.

5 spa.

4'-2"

Carolina Road Constr.LB

Back of integral abutment

concrete piles, typ.

16" sq. prestressed

abutment

integral

Face of

centers of bearings

abutment and line thru

joint, typ.

Constr.

Elev. 38.95

7" typ.

5 spa. @

7" typ.

2 spa. @

12 spa. @ 7"

beams

typ. between1'-6" typ.

Elev. 38.95

1'-0" typ.

‡" steel dowel, typ.

LC Beam D LC Beam C LC Beam B LC Beam A

34.26 34.48 34.48 34.26

Detail A

SeeSH0601 F.F.

SH0601 E.F.

2-SH0601

4-SH0601

4-AF0601

2-AF0601

AF0601 E.F.

Elev. -53.52, typ.

Est. pile tip

typ. between beams

‡" steel dowelo/

1'-0" typ.

between beams

SH0602 typ.

ends of beams

through holes in

SH0601 typ.

Carolina Road Constr.

at each spa. typ.

and SV0402

2-SV0401, ST0501,

at each spa. typ.

and SV0402

2-SV0401

between piles

3-AF0401 typ.

10"

4'-2" 11'-0" 5'-6" 5'-6"

20'-8" 20'-8"

o/

2'-1‚" 9 spa. @ 4'-1•" = 37'-1•"

7"

1'-6", typ.

1'-9", typ.

at each spa. typ.

ST0602, and SV0402

2-SV0401, ST0501,

Sheet B-6

E on

See Detail 1'-

6"

3'-

0"

2" typ.

bottom of beams, see Section B, Sheet B-6.

For location of point of elevation on

Retaining wall typ.

Wingwall typ.1'-0" typ.

filler, typ.

rubber joint

Expanded

FOOTING PLANAF0601 bars not shown for clairity

3"

1"

joint

Construction

Denotes test pile location. See note on Sheet B-3.

152975-04.dgn

All chamfers shall be ƒ".9.

#6 - 2'-9"

Reinforcing lap lengths shall be as follows unless otherwise noted:8.

Elevations in plan view are at top of slab. 7.

Concrete Beam.

support shall be included in the price of the Prestressed

gains a minimum strength of 3000 psi. Cost of temporary

Beams shall not be placed until temporary support concrete

Beams shall be held in place and rest on temporary supports. 6.

the web and location of SH0601 bars.

See the prestressed beam sheet B-12 for details of holes through 5.

Specifications.

supports for bent caps" in Section 403, Table IV-I of the

Tolerance for driving piles shall be as specified for "Column 4.

an expected uniformly cloudy day.

of the concrete in the backwall: for instance 1) at dusk or 2) during

of the superstructure can be expected during the period of initial set

The integral backwall shall be cast when the least thermal movement3.

in the height of fill at each abutment shall not exceed 6".

bridge abutments shall be placed such that the differential

of 3000 psi. The remainder of the backfill behind both

integral abutment attains a minimum compressive strength

be placed until concrete in the upper portion of the

Backfill behind the integral abutment footing shall not 2.

concrete.

strength of 3000 psi prior to the placement of the deck

shall be placed and cured to a minimum compressive

Portion of the integral abutments above the hinge 1.

NOTES:

NO. REVISIONBYDATE

SCALE

HORIZ:

VERT:

DRAWN BY:

DESIGN BY:

APPROVED BY:

DATE:

CADD FILE

PROJECT NO.

TASK NO.

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OF

21

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152975

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CITY OF SUFFOLK

MARCH 2021

ALS/TNB



B-5

1/4"=1'-0"

1/4"=1'-0"

AND FOOTING

ABUTMENT B PLAN, ELEVATION

7"



16" sq. prestressedLC

End of slab

LC

thru center of piles

abutment and line

LC

EPS material

1'-

0" ty

p.

Elev. 29.79

ELEVATION

11'-0"5'-6"5'-6"11'-0"

Elev. 38.79

Elev. 38.79

PLAN

4'-2"

Beam A Beam B Beam C Beam D

Table of bottom of Beam Elevations

3'-

0"

1'-

6" abutment

integral

Face of

20'-8"20'-8"

Elev. 39.20

Sta. 12+45.00

abutment

integral

Back of

7"

centers of bearings

abutment and line thruLC

LC Beam A LC Beam B LC Beam C Beam DLC

abutment

integral

Face of

B5 7

A5 7

B5 7

A5 7


2'-1‚"


4"

12" = 2'-0"

2 spa. @

1'-0" typ.

D5 8

D5 8

18 spa. @ 5"

beams

typ. between@ 5" typ.

5 spa.

4'-2"


Elev. 38.78

7" typ.

5 spa. @

7" typ.

2 spa. @

beams

typ. between

12 spa. @ 7"10" typ.

End of slab

Elev. 38.78

1'-0"

1'-0" typ.

drain from to surface of fill.

with geotextile fabric. Slope to

6" dia. perforated pipe wrapped

34.11 34.33 34.33 34.11

Elev. -52.21 typ.

Est. pile tip

filler, typ.

rubber joint

ƒ" expanded

Detail A

See

at each spa. typ.

ST0602, and SV0402

2-SV0403, ST0501,

at each spa. typ.

and SV0402

2-SV0403, ST0501,

at each spa. typ.

and SV0402

2-SV0403, ST0501,

at each spa. typ.

and SV0402

2-SV0403

‡" steel dowel, typ.o/

2-SH0601

support, typ.

Temporary

E.F.

SH0601

F.F.

SH0601

4-SH0601

4-AF0601AF0601 E.F.

2-AF0601

ends of beams

through holes in

SH0601 typ.

between beams

SH0602 typ.

2'-1‚"

1'-9", typ.

3'-

0"

1'-

6"

Sheet B-7

E on

See Detail

2" typ.

bottom of beams, see Section B, Sheet B-7.

For location of point of elevation on

Retaining wall typ.

Wingwall typ.

1'-0" typ.

filler, typ.

rubber joint

Expanded

AF0601 bars not shown for clairity

FOOTING PLAN

DETAIL A

3"

1"

joint

Construction

Denotes test pile location. See note on Sheet B-3.

All chamfers shall be ƒ"9.

#6 - 2'-9"

Reinforcement lap lengths shall be as follows unless otherwise noted:8.

Elevations in plan view are at top of slab. 7.

Concrete Beam.

support shall be included in the price of the Prestressed

gains a minimum strength of 3000 psi. Cost of temporary

Beams shall not be placed until temporary support concrete

Beams shall be held in place and rest on temporary supports. 6.

the web and location of SH0601 bars.

See the prestressed beam sheet B-12 for details of holes through 5.

Specifications.

supports for bent caps" in Section 403, Table IV-I of the

Tolerance for driving piles shall be as specified for "Column 4.

1) at dusk or 2) during an expected uniformly cloudy day.

period of initial set of the concrete in the backwall: for instance

movement of the superstructure can be expected during the

The integral backwall shall be cast when the least thermal 3.

in the height of fill at each abutment shall not exceed 6".

bridge abutments shall be placed such that the differential

of 3000 psi. The remainder of the backfill behind both

integral abutment attains a minimum compressive strength

be placed until concrete in the upper portion of the

Backfill behind the integral abutment footing shall not 2.

concrete.

strength of 3000 psi prior to the placement of the deck

shall be placed and cured to a minimum compressive

Portion of the integral abutments above the hinge 1.

NOTES:

152975-05.dgn

9 spa. @ 4'-1•" = 37'-1•"

NO. REVISIONBYDATE

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MARCH 2021

ALS/TNB



B-6

1/2"=1'-0"

1/2"=1'-0"

VIEW F-F

SECTION D-D

TEMPORARY SUPPORT DETAIL

(STAY IN-PLACE)

(For details not shown, see Section A-A)

AT BEAMS

EPS material

enclosing it, typ.

EPS material fully

wrapped around ends of

Geotextile fabric shall be

Not to scale

10"

Varie

s

Class A4 concrete

joint filler, typ.

ƒ" expanded rubber

Top of footing

Interpolated if 9" < h < 2'-0"

12" - if h = 2'-0"

3" - if h = 9"**

12" min.

**

1'-

6"

See note 2.modified concreteClass A4Low shrinkage

See note 4

Top of beam

Bottom of slab

6"

4'-

0"

1'-

6"

7"


16" sq. prestressed

End of slab

Hot poured joint sealerApproach slab

Construction joint

abutment

integral

Face of

See hinge detail

filter fabric

Geotextile

abutment

integral

Back of

EPS material

at hinge

fabric centered

waterproofing

12" wide

FF

F

HINGE DETAILNot to scale

Top of footing

taped to dowel

rubber cap securely

ƒ" thick expanded ‡" x 2'-0" steels dowels

integral abutment and

3 layers of roofing

felt around dowels

ƒ" expanded

rubber joint filler

12"

LC

LC o/

durometer typ.

3" x •", 70

Neoprene strip

D

D

Approach slab seat

Not to scale

5"5"detail

See hinge

12"12"

steel dowel, typ.

7/8" dia. x 2'-0"

SECTIONA

6

SECTIONB

6

15"

3'-0"

wall drain

Geocomposite

1

1

6" 6"

h

See note 3.Class A3 concrete

ty

p.

min. la

p,

Point of elevation

PCBT-45

Detail E

7"

11" 6

"


End of slab

integral abutment

Face of

6"

hole in webLC

2:1

12:1

support detail

See temporary

3'-0"

Edge of berm

ABUTMENT A SECTIONS AND DETAILS

1'-6" typ.

2'-

4"

4

4

G

G

Limits

of ro

ad

way

Approach slab

SECTION G-G

EPS material

1'-3" 20'-0"

End of slab

7"

VTM-10 test method.

with Table II of the

95% or in accordance

Minimum density

backfill material.

Zone of select

LC integral abutment

END DETAIL

PIPE UNDERDRAIN

12" min.

3"Slope

o/

Pipe Underdrain 6".

included in the bid price for

of hardware cloth shall be

galvanized steel wire. Cost

outlet end and secure with

hardware cloth. Crimp around

(galvanized after weaving)

ƒ" x ƒ" mesh. min. 17 ga.

6"

min.

surface of fill.

Extend to

underdrain.

6" dia. pipe

SV0402

ST0501

ST0602

SH0601

SH0602

SV0401

AF0401

AF0601

SH0601

1'-

9"

6" pipe underdrain

6"

of the Specifications

as per Section 305.03(a)

Minimum density for top 6"

Subgrade

Bolster

2 spa. @ 8"

1'-3ƒ"

LC

appro

ach cut

structure excavation

To be paid for as

70 durometer hardness

pad 10" x 2'-6" x ƒ"

Plain elastomeric bearing

durometer, typ.

3" x •", 70

Neoprene strip

LC beam

1'-3"

hardness

70 durometer

10" x 2'-6" x ƒ"

bearing pad

Plain elastomeric

7"

AP0402

2-AP0401

AP0402

AP0401

necessary

Field cut as

10'-7"18'-11"

steel dowels

and ‡" X 2'-0"

integral abutmentLC

LC o/

10'-

11"

Deck reinforcement

SH0602holes in web and of 1•" dia.

152975-06.dgn

AT BACKWALL

BETWEEN GIRDERS AND

considered incidental.

Cost of neoprene and roofing felt shall be

the bid price for prestressed concrete beams.

and temporary supports shall be included in

Cost of dowels, anchor bolts, plates, washers, 5.

beam flanges.

concrete, to eliminate any voids under

Extreme care must be taken, when placing 4.

included with substructure quantities.

Class A3 concrete and CRR steel, Class I are 3.

superstructure quantities.

same Class as deck, are included with

Corrosion Resistant Reinforcing (CRR) steel,

Low Shrinkage Class A4 Modified concrete and2.

All chamfers shall be 3/4"1.

NOTES:

NO. REVISIONBYDATE

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DATE:

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B-7

1/2"=1'-0"

1/2"=1'-0"

VIEW F-F

SECTION D-D

TEMPORARY SUPPORT DETAIL

(STAY IN-PLACE)

(For details not shown, see Section A-A)

AT BEAMS

EPS material

enclosing it, typ.

EPS material fully

wrapped around ends of

Geotextile fabric shall be

Not to scale

10"

Varie

s

Class A4 concrete

joint filler, typ.

ƒ" expanded rubber

Top of footing

Interpolated if 9" < h < 2'-0"

12" - if h = 2'-0"

3" - if h = 9"**

12" min.

**

1'-

6"

See note 2.modified concreteClass A4Low shrinkage

Top of beam

Bottom of slab

6"

6"

3'-

0"

7"


16" sq. prestressed

End of slab

Hot poured joint sealerApproach slab

Construction joint

abutment

integral

Face of

See hinge detail

filter fabric

Geotextile

abutment

integral

Back of

EPS material

at hinge

fabric centered

waterproofing

12" wide

FF

F

HINGE DETAILNot to scale

Top of footing

taped to dowel

rubber cap securely

ƒ" thick expanded ‡" x 2'-0" steels dowels

integral abutment and

3 layers of roofing

felt around dowels

ƒ" expanded

rubber joint filler

12"

LC

LC o/

durometer typ.

3" x •", 70

Neoprene strip

D

D

Approach slab seat

Not to scale

5"5"detail

See hinge

12"12"

steel dowel, typ.

7/8" dia. x 2'-0"

SECTIONA

7SECTION

B7

15"

3'-0"

wall drain

Geocomposite

1

1

6" 6"

h

See note 3.Class A3 concrete

1'-

9"

ty

p.

min. la

p,

PCBT-45

Detail E

7"

11" 6

"


integral abutmentLC

End of slab

integral abutment

Face of

6"

hole in webLC

2:1

12:1

support detail

See temporary

3'-0"

Edge of berm

ABUTMENT B SECTIONS AND DETAILS

1'-6" typ.

5

5

9ƒ

"

G

G

Limits

of ro

ad

way

Approach slabSubgrade

of the Specifications

as per Section 305.03(a)

Minimum density for top 6"

EPS material

1'-3" 20'-0"

End of slab

7"

VTM-10 test method.

with Table II of the

95% or in accordance

Minimum density

backfill material.

Zone of select

SECTION G-G

END DETAIL

PIPE UNDERDRAIN

12" min.

3"Slope

6" pipe underdraino/

Pipe Underdrain 6".

included in the bid price for

of hardware cloth shall be

galvanized steel wire. Cost

outlet end and secure with

hardware cloth. Crimp around

(galvanized after weaving)

ƒ" x ƒ" mesh. min. 17 ga.

6"

min.

surface of fill.

Extend to

underdrain.

6" dia. pipe

SV0402

ST0501

SH0601

SH0602

SV0403

SH0601

AF0601

AF0402

ST0602

Bolster

1'-3ƒ"

1'-

6" 7"

1'-3"

hardness

70 durometer

10" x 2'-6" x ƒ"

bearing pad

Plain elastomeric

AP0401

AP0402

beamLC

2-AP0401

AP0402

70 durometer hardness

pad 10" x 2'-6" x ƒ"

Plain elastomeric bearing

durometer, typ.

3" x •", 70

Neoprene strip

structure excavation

To be paid for as

appro

ach cut

2 spa. @ 8"

See note 4

Point of elevation

necessary

Field cut as

15'-10" 13'-7"

steel dowels

and ‡" X 2'-0"

integral abutmentLC

LC o/

9'-

5"

Deck reinforcement LC

SH0602holes in web and of 1•" dia.

152975-07.dgn

considered incidental.

Cost of neoprene and roofing felt shall be

the bid price for prestressed concrete beams.

and temporary supports shall be included in

Cost of dowels, anchor bolts, plates, washers, 5.

beam flanges.

concrete, to eliminate any voids under

Extreme care must be taken, when placing 4.

included with substructure quantities.

Class A3 concrete and CRR steel, Class I are 3.

superstructure quantities.

same Class as deck, are included with

Corrosion Resistant Reinforcing (CRR) steel,

Low Shrinkage Class A4 Modified concrete and2.

All chamfers shall be 3/4"1.

NOTES:

AT BACKWALL

BETWEEN GIRDERS AND

NO. REVISIONBYDATE

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B-8

1/2"=1'-0"

1/2"=1'-0"

WINGWALL DETAILS

ABUTMENT A AND B

VIEW

(Abutment A)

(Abutment B)

VIEW

E

E

jointconstructionPermissible

joint fillerƒ" expanded rubber

7'-3"

E

joint fillerƒ" expanded rubber

E

1'-0"

3"

WINGWALL REINFORCING

3'-

1"

AW0401AW0401

AW0402 typ.

AW0402 typ.

RW0402Elev. 38.93 Elev. 38.95

Elev. 38.74 Elev. 38.78

AW0401 bars E.F.

SECTION E-E

C84

D85

spa. @ 10•" max.

7'-3"

3'-

1"

1'-1"

5'-7"

12"

1'-1"

5'-7"

12"

3"

joint fillerrubber1" expanded

joint fillerrubber1" expanded

AW0403 E.F.

into backwall, typ.1'-11" min. embedment

Construction joint

Construction joint

construction jointPermissable

RW0401

3"

spacing, see sheet B-17For RW0401 and RW0402

into wingwall, typ.1'-0" min. embedment

9ƒ

" m

ax.

spa.

@

bars

E.F.

AW

0402

9ƒ" max.

E.F. spa. @

AW0404 bars


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B-9

1/2"=1'-0"

1/2"=1'-0"

RETAINING WALL DETAILS

ABUTMENT A AND B

VIEW

(Abutment A)1'-

6"

3"

3'-

0"

VIEW

(Abutment B)

G

G

1'-

6"

Wingwall

3"

1'-0"

3'-

0"

(Abutment A)

(Abutment B)

RETAINING WALL REINFORCING

RETAINING WALL REINFORCING

4" typ.

2 - AF0403

spa. @ 12" max = 6'-10"

3"

= 8'-

0"

4" typ.

2 - AF0403

spa. @ 12" max = 6'-10"

3"

= 7'-0"

SECTION F-F

SECTION G-G

C94

D95

AH0401 spa.

@ 7"

max.

E.F.

AF-0406

2-AF0406

4-AF0406

E.F.

AF-0406

2-AF0406

4-AF0406

AV0504

AH0401

AF0406

AF0403

AF0406

AF0403

AV0505

AH0401

3'-

0"

4'-0"1'-9"

7'-6"

6'-

4"

3'-

0"

4'-0"1'-9"

1'-0"

3'-0"

3'-0"

F

Elev. 30.93

ty

p.

3" ty

p.

Elev. 32.24

1'-9"

3" ty

p.

Elev. 2.93 typ.

Est. pile tip

Elev. 4.24 typ.

Est. pile tip

AV0505 spa. @ 6" max.

1'-6"

8"

1'-9"

Wingwall7'-6"

7'-

10"

8"

F

VIEW A-A

3•

"

3•

"

1•

"

1•

"

9"

3'-

6"

1'-

9ƒ

" min.

1'-

10ƒ

" m

ax.

LC

LC

++

+

LC

see notes

bolts

1'-6"

3'-7"

3"

2'-3ƒ"

4"

++

+

2'-3ƒ"

4"3"

3'-7"

see notes.

holes,

see notes.

bolts,

Not to scale

A

A

LC

see notes

holes

1'-

3" ty

p.

11'-

6"

grade

Finished

LC

see notes

bolts

A

A

ty

p.

1'-

3" ty

p.

10'-

0"

AH0401 spa.

@

7"

max.

= 6'-

6"

Bend in field

+

LC

see notes

holes

++

+

++

+

= 7'-0"

AV0504 spa. @ 6" max.1'-0"1'-0"

1'-0"1'-0"

12"

guardrail attachment GR-FOA-1.Retaining walls are detailed to take

to clear holes for guardrail attachments.shifted with the approval of the Engineer AV0504, AV0505, and AH0401 may be

rub rail is attached.and shall be drilled and installed whenexpansion anchor bolts, 6" long shown, shall be †" diameterBolts for guardrail attachment, where

nominal pipe.with sleeves of 1•" diameterHoles, where shown, shall be formed

All bevels for concrete shall be ƒ".

NOTES:

fillerrubber jointExpanded

fillerrubber jointExpanded

5'-

0"

constr. joint

Permissible

constr. joint

Permissible

3'-

6"

constr. joint

Permissible

Bend in fieldElev. 42.43

Elev. 42.42

Elev. 42.21Elev. 42.24


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TRANSVERSE SECTION

B-10

1/2"=1'-0"

1/2"=1'-0"

9" min.

9•" typ.

DRIP DETAIL

1•"

1"

ƒ"

See Drip Detail, typ.

2% slope2% slope

TRANSVERSE SECTION

ƒ"

Not to scale


41'-4"

Point of finished grade

Face of rail Face of rail

2•" cl.

3"

1‚" cl.

PCBT-45 typ.

in overhangSC0503

SC0502

4'-2"11'-0"5'-6"5'-6"11'-0"4'-2"

SL0401 typ.

10"19'-10"19'-10"10"

SL0401 spa. @ 12" max.

SC0501

about this linesymmetrical Reinforcing

SL0401 spa. @ 6•" max.

railing, typ.BR27C

10'-4" typ.

about this linesymmetricReinforcing

152975-10.dgn

For railing details, see sheets B-9, B-17, & B-18.

Deck Slab Plan on sheet B-15.

For additional reinforcing steel details, see

NOTES:

NO. REVISIONBYDATE

SCALE

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B-11

OF SLAB ELEVATIONS

ERECTION DIAGRAM AND TOP

1"=5'

1"=5'

2'-5" 2'-5"

abutment

Face of integral

Abutment A

End of slabAbutment B

End of slab

abutment

Face of integral

ERECTION DIAGRAM

PLAN

Beam A

Beam B

Beam C

Beam D

steel diaphragms

for intermediate

of inserts or bolts

Line through centers

steel diaphragms

for intermediate

of inserts or bolts

Line through centers

1 2 3 4 5 6 7 8 9 10 11

integral abutment

End of slab at

LC

LCor bearing

Abutment10 equal spaces

LCor bearing

Abutment

integral abutment

End of slab at

girderLC

LC


100'-0"

Span a

90 typ.o

11'-

0"

5'-

6"

5'-

6"

11'-

0"

34'-5" 26'-4" 34'-5"

For intermediate diaphragm details, see sheet B-14.

For prestressed concrete beam details, see sheets B-12 and B-13.

NOTES:

of slab elevations

showing points of top

TOP OF SLAB ELEVATIONS ALONG CL OF BEAMS

GIRDER 1 2 3 4 5 6 7 8 9 10 11

STATION 11+45.92 11+55.00 11+65.00 11+75.00 11+85.00 11+95.00 12+05.00 12+15.00 12+25.00 12+35.00 12+44.08

BEAM A 39.03 39.04 39.05 39.05 39.04 39.03 39.01 38.98 38.95 38.91 38.87

BEAM B 39.25 39.26 39.27 39.27 39.26 39.25 39.23 39.20 39.17 39.13 39.09

BEAM C 39.25 39.26 39.27 39.27 39.26 39.25 39.23 39.20 39.17 39.13 39.09

BEAM D 39.03 39.04 39.05 39.05 39.04 39.03 39.01 38.98 38.95 38.91 38.87


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Scale: ƒ" = 1'-0" unless otherwise noted

/

/

/

NTS

NTSB-12

PCBT-45

PRESTRESSED CONCRETE BULB-T

END VIEW

At integral backwall

LC beam

BC0504

BC0603

3‡" typ.

3ƒ" typ.

2…

"

TYPICAL BOTTOM FLANGE EDGE DETAILNot to scale

Midspan

CAMBER DIAGRAMNot to scale

L storage supportsC

is made = N

when stress transfer

Expected net camber

L

BL0501

/C

C

B

1'-

3"

AC.G. of prestressing strands

L/2

A

PLAN

SECTION ON CENTERLINE

L/2

C

End of beam

dowels spaced to clear strands

flange with 4 - #4 x 1'-6" long

the full width of bottom

Provide L 1‚ x 1‚ x ‰for

1'-6"

2"

3'-

9"

2'-

0"

1•"

3'-11"

4"

1•

"7"

2'-8"

C

TYPICAL BEAM SECTION

3•

"

3"

2"

9"3•"

7"

BS0402

END VIEW

2'-8"

3" typ.

C/

2"

BS0401

3" typ.

BS04 or BS05 series

SECTION A-A

2'-8"

3" min.2‚" typ.

2"

For dimensions not shown, see Typical Beam Section.

See Note 6.

BL0501.

G

BS0401

BS0403

Midspan

D

2"BS0402

See Note 7.

BS04 or BS05 series.

J

with BL0501

min. lap 2'-4"

4 - BC0504

10"

2"

See Note 1See Note 1

backwall

Face of integral

min. lap 2'-4"

4 - BL0501

Span Beam

lb. per strand

at Release

Prestr. force

strands / beam

of

No. and size

in.

N

Net Camber

ft.-in.

A

in

B

ft.-in.

C

ft.-in.

D

ft.-in.

E

in.

G

in.

J

ft.-in.

L

DATA AND DIMENSION TABLE

A

E

10"

2"

abutment

Face of integral

2"

J

See Note 4

with BL0501

min. lap 2'-4"

4 - BC0504

See Note 7.

series.

BS04 or BS05

4 - BCO603

3"

BS0401 and BS0403

3"

4 - BC0603

5•"16 spa. @ 8"

= 10'-8" = 16'-0"

16 spa. @ 12"

= 19'-7"

10 spa. @ 1'-11•"

L beamC

See Note 1

at integral abutment

Typical beam endbackwall

Face of integral

a A thru D 43,942 50 - 0.6" o/ 3 ‹" 9‡" 5‹" 1'-11" 1'-11" 7ƒ" 95'-2"

13 spa. @ 2"

= 2'-2"

6 spa. @ 2" = 1'-0"

13 spa. @ 2"

= 2'-2"

2‚"

@ 2" = 6"

3 spa.

See Note 6.

BL0501.

3"

@ 2" = 6"

3 spa.

abutment

end at integral

Typical beam

Beam details symmetrical between these lines about midspan

See Note 2.

L 2" o open hole.

For dimensions not shown, see Typical Beam Section.

19-BS0402

19'-1"

See Note 4.

diaphragm.

L intermediate

See Note 4

See Notes 3 and 4.

L threaded inserts.

See Note 4.

L 1•" o open holes.

9'-9Ž"

see sheet B-13.

reinforcing steel schedule and miscellaneous details,

For beam end reinforcing details, dead load deflection diagram7.

to the flange edge may be increased from 3" to no more than 4".

4 - BL05 series bars. Maximum distance from the outside strands

4 - 0.6" o strands stressed to 8,000 lbs. may be substituted for6.

prestressing force and c.g. are the same as shown on the plans.

different prestressing strand arrangement provided that the total

The Contractor, after written approval from the Engineer, may use5.

B-6, B-7 and B-14.

for intermediate diaphragms and at integral abutments, see sheets

sheet B-11. For location and number of holes or inserts required

tion of intermediate diaphragms, see Erection Diagram on

1•" o open holes shall be formed with non-rigid tubing. For loca-4.

a minimum ultimate mechanical tensile strength of 8,000 pounds.

ferrule inserts suitable for thin precast concrete elements having

rior beam. Threaded inserts shall be ‡" - 9 NC threaded plain

terior beams where line of diaphragms is discontinued at an inte-

Threaded inserts shall be provided at all exterior beams and at in-3.

Holes may be slightly shifted to clear reinforcing bars and strands.

Beams shall have 2" o open holes formed with nonrigid tubing 2.

of beam shall be covered with epoxy type EP-3T.

tar is applied. After mortar is allowed to cure, the entire end

may be used as an alternate. Strands should be cool before mor-

tar covering the ends of strands with a minimum thickness of „"

mortar immediately after clipping strands. An approved epoxy mor-

with 2" minimum edge clearances and fill with pneumatically applied

At beam ends use 1" deep recesses around local strand groups 1.

NOTES:

17"


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b

L/4 L/4

a

L/4

b

L/4

C

L bearingL bearing

slab thickness

minimum

dead load.

total concrete deck

after deflection from

(bottom of deck slab)

Shape of top of form

C2

C2

C1

DEAD LOAD DEFLECTION DIAGRAM

BeamAt a At b

C2 C1 C1 C2

ANTICIPATED DEAD LOAD DEFLECTION

= + C1 C2 C

load deflection.

grade after full dead

Computed finished

CC

where above this line

Top of form to be no

concrete is placed.

before any deck slab

Shape of top of form

4ƒ

"

2'-5"

5•

" 1'-4…"

1'-5‚"

BC0603

4•"

Mark No.Size Length

BS0401

BS0402

BS0403

#4

#4

#4

Pin o/

5'-9ƒ"

#5

BC0603 #6

BC0504 #5

3•"

3•"BS04 series

BS05 series 3ƒ"

BS04 series

BS05 series 5†"

BL0501

3ƒ"

2•"

BS0505 #5

2"

2•"

REINFORCING STEEL SCHEDULE

BS0404

BS0505

2•"

Location

Stirrup outside anchorage zone

Bottom flange - confinement

Anchorage zone stirrup

Top flange longitudinal

Top flange transverse3'-7"

BC0504

BC0603

5†

"

7„

"

4'-

2ƒ

"

NTS

NTSB-13

2"

BS0403

BS0401 BS0401

2"

15 spa. @ 4"

typ.

3" typ.

10"

BS0505

3 spa. @ 3" 5 spa. @ 4•"

3 spa. @ 3" 5 spa. @ 4•"

= 5'-0"

2'-7•"

5•"

BC0504

BS0505

2 bundled

AT INTEGRAL ABUTMENT

AT INTEGRAL ABUTMENT

MISCELLANEOUS BEAM DETAILS

PRESTRESSED CONCRETE BULB-T

A and D

B and C

= 9"

= 9"

= 1'-10•"

= 1'-10•"

3"= 9"

3 spa. @

„"

„" 2"

„"

„"

(e.g. parapet and curb added after deck is cast).

= Deflection of composite section from dead load

its own weight.

not include the deflection of the beam from

deck slab, bolsters and diaphragms and does

= Deflection of beam from dead load of concrete

be set above final finished grade by amounts =

alteration of slab thickness. Longitudinal screed should

of concrete bolster between slab and beam without

load deflections shall be made by varying thickness

Adjustment of deck slab forms to correct for dead

BOTTOM FLANGE REINFORCEMENT END DETAILS

TOP FLANGE AND WEB REINFORCEMENT END DETAILS

19-BS0402

BS0402

BS0403

4'-0†"

3'-5†"

BC0504

BC0603 and BC0504

4'-

1…

"

4'-

1‹

"

4'-5"

BC0603

BS0505

Bottom flange

Top flange

2…"

2ƒ"

1ƒ"

Class I.

Denotes reinforcing bars that shall be corrosion resistant reinforcing steel,

may be fabricated as a two piece bar with a minimum 1'-4" lap.

At the Contractor's option and at no additional cost, bar BS0402

sheet B-12.

Reinforcing bars shown in the above schedule are for all beams shown on

Dimensions in bending diagram are out-to-out of bars.

**

**

*

shifted to clear inserts and open holes.

BS0401, BS0402, BS0403, or BS0505 may be

For beam details and notes, see sheet B-12.

NOTES:


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C

PCBT-29

PCBT-37

PCBT-45

PCBT-53

A B

12"

C

MC8x22.8

C12x20.7

PART TRANSVERSE SECTION

CHANNEL DETAIL

1'-3"

1'-5"

1'-7•"

1'-11•"

1'-1•"

1'-5•"

8"

1'-3"

1'-3"

C15x33.9

C15x33.9

Detail A Channel

Detail B

2"

4•"

DIMENSION TABLE

CHANNEL SIZE

90

/

/

/

L beam

slotted holes

1" x 2‚"

DETAIL A DETAIL B

o

L beam

L threaded insert90

o

C CD D

/

/

SECTION C-C SECTION D-D

Skew angle

20 90 - skew angleo

90o 20

o

o

L 6 x 6 x •

L 6 x 6 x •

2•

"2•

"

/

channel size

See table for

9"

11"

ty

p.

A

B

ty

p.

C

C

C

in channel

L 1ˆ" o holesC

‡" o bolts with hex nut,

two 2‚" o washers and

two hardened washers.




/

slotted holes

1" x 2‚"

ALTERNATE DETAIL B

/

/




/

/

Threaded insert for

/

Threaded insert for

one hardened washer

one 2‚" o washer and

‡" o x 2‚" bolt with

L beam

90o

L 6 x 6 x •

C

E E

SECTION E-E

/

/

Threaded insert for

/

Threaded insert for

one hardened washer

one 2‚" o washer and

‡" o x 2‚" bolt with

C

diaphragms

of inserts for

thru centers

L beam and line

Work point at

C

diaphragms

of bolts for

thru centers

L beam and line

Work point at

C

diaphragms

of inserts for

thru centers

L beam and line

Work point at

6" 6"

2•

"

C

1•

"

3"

L 6 x 6 x •

BEAM FACE

/

DIAPHRAGM FACE

CONNECTOR PLATE DETAIL

1" x 2‚" slotted hole

for ‡" o bolt

1•

"

2•

"

2„"

/

/




See erection diagram.

for diaphragms.

of inserts or bolts

Line thru centers

See erection diagram.

for diaphragms.

of inserts or bolts

Line thru centers See erection diagram.

for diaphragms.

of inserts or bolts

Line thru centers

crete members.

shall be included in the contract unit price for prestressed con-

Payment for furnishing and installing steel intermediate diaphragms

plate shall be shop bent to conform with the line of diaphragms.

plate shown for skew angles less than or equal to 20 degrees. The •"

A •" bent plate may be used in lieu of the L 6 x 6 x • connector

mechanical tensile strength of 8,000 pounds.

suitable for thin precast concrete elements having a minimum ultimate

All threaded inserts shall be ‡" - 9 NC threaded plain ferrule inserts

galvanized.

All diaphragm materials including bolts, nuts and washers shall be

snug tight condition. Rotational capacity test is not required.

All H.S. bolts installed in threaded inserts shall be tightened to a

by turn-of-nut method. Rotational capacity test will be required.

All H.S. bolts used for steel-to-steel connections shall be tightened

All bolts shall be ‡" o H.S. bolts, ASTM A325.

All structural steel shall be ASTM A36.

NOTES:

NTS

NTSB-14

DIAPHRAGM DETAILS

PRESTRESSED CONCRETE BEAM INTERMEDIATE

structure.

of diaphragms is continuous across the

Detail B at interior beams where line

is discontinued at interior beam. Use

interior beams where line of diaphragms

Use Detail A at exterior beams and

BEAM TYPE

with non-rigid tubing

Form 1•" o holes in web

10"


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ALS/TNB



B-15

1"=5'

1"=5'

DECK SLAB PLAN

100'-0"

Span aAbutment A

End of slab

Abutment B

End of slab

LB

10"

DECK SLAB PLAN

Constr.

Carolina Road

90 typ.o

1'-9" min. lap

2'-2" min. lap typ.

SC0502 spa. @ 7" max (bottom)

SL0401 bars spa.

@ 12"

max. (t

op)

SL0401 bars spa.

@ 6•

" m

ax (b

otto

m)

SL0401 top and bottom

SL0401 top and bottom

Face of rail

Face of rail

19'-

10"

19'-

10"

41'-

4"

39'-

8"

10" SC0501 spa. @ 7" max. (top)

All deck reinforcing shall be CRR-low carbon/chromium, Class II.3.

For rail details and reinforcing see sheets B-9, B-17, and B-18.2.

See sheets B-4 through B-7 for integral backwall details.1.

NOTES:

1-SC0503 Top - centered between SC0501 (typ. each overhang)


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ALS/TNB



B-16

1/4"=1'-0"

1/4"=1'-0"

DECK SLAB ELEVATIONS

1/4"=1'-0"

1/4"=1'-0"


1/4"=1'-0"

1/4"=1'-0"


LB

End of slab

End of slab

Span a

1 2 3 4 5 6 7 8 9 10 11

12 13 14 15 16 17 18 19 20 21 22

23 24 25 26 27 28 29 30 31 32 33


Constr.

Carolina Road

Right curb line

Left curb line

10 eq. spa. = 100'-0"

L

adjacent points.

be made in any direction between any two

elevations on top of finished roadway may

Straight line interpolation for intermediate

profile grade as denoted on transverse section.

Carolina Road Construction are at point of

roadway at face of curbs. Those shown on

Deck slab elevations are on top of finished

NOTES:

LB


LEFT CURB LINE CAROLINA ROAD CONSTR. B RIGHT CURB LINE

NO.

POINTSTA. ELEV.

NO.

POINTSTA. ELEV.

NO.

POINTSTA. ELEV.

1 11+45.00 38.96 12 11+45.00 39.36 23 11+45.00 38.96

2 11+55.00 38.98 13 11+55.00 39.37 24 11+55.00 38.98

3 11+65.00 38.98 14 11+65.00 39.38 25 11+65.00 38.98

4 11+75.00 38.98 15 11+75.00 39.38 26 11+75.00 38.98

5 11+85.00 38.98 16 11+85.00 39.37 27 11+85.00 38.98

6 11+95.00 38.96 17 11+95.00 39.36 28 11+95.00 38.96

7 12+05.00 38.94 18 12+05.00 39.34 29 12+05.00 38.94

8 12+15.00 38.92 19 12+15.00 39.31 30 12+15.00 38.92

9 12+25.00 38.88 20 12+25.00 39.28 31 12+25.00 38.88

10 12+35.00 38.84 21 12+35.00 39.24 32 12+35.00 38.84

11 12+45.00 38.80 22 12+45.00 39.20 33 12+45.00 38.80


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ALS/TNB



NTS

NTSB-17

Scale: ƒ" = 1'-0" unless otherwise noted.

Max. spa.

1'-8"

= 3'-0" @ posts

2"

= 8"

= 8"

C

2'-

0"

3"

2"

Face of rail2'-

0"

3'-

6"

„

7"

„" elastomeric pad

1'-

4"

4"

1'-

6"

Limit f

or railin

g pay

me

nt

PL 3ƒ x 3ƒ x ‚

PL 8• x 9• x ƒ

1"

C

SECTION A-A

C

A

B

steel tubing

HSS 4 x 3 x ‚

C C

C C

10"

10"

Full scale

•"

ƒ"

1•" cl.

10"

/

SECTION B-B

**

**

BASE PLATE DETAIL8•

"

4‚

"

ƒ"

1•" 1•"3‚"

1" o hole/

C

‚

/

**


Mark No.Size Length Location

RL04

/

#4

#4

3"

RG0401

RG0402

RG0402

#4

4•

"

4•

"

1'-6"

4"

delineator

Barrier

42"-BR27C STEEL RAILING

Min. lap

1'-10" typ. 2" typ.

8" minimum

2'-0" maximum

weld all around typ.

with „" seal

‚" closure plate

ABUTMENT

steel railing

L groove and end of

in pedestal

L groove

typ.

slotted hole

‡" o x 1„"

SECTION C-C

PART ELEVATION Not to scale

steel tubing

HSS 4 x 4 x ‰

bars not shown.

Transverse slab

Note:

Top of deck slab

1•" cl.

RG0401

RL04 series

RG0402

Face of rail

1•" cl.

washers typ.

hex nuts and flat

A449 bolts with

†" o x 13" H.S.

deck slab

Top of

= 8"

C

C

Min. lap

1'-10" typ. 2" typ.

in pedestal

L groove

Limit of payment for railing on superstructure

End of slabEnd of wingwall

Limit of payment for railing on substructure

=7'-3"

wingwall

Top of

2'-0" maximum

8" minimum

weld all around typ.

with „" seal

‚" closure plate

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

3 spa. @

6" = 1'-6"= 6"

Max. spa.

RW0401 and RW0402 at each space

ABUTMENTS

6 spa. @ 6"

RL04 seriesMax. spa.

A

L rail spliceB

1'-8"

L rail splice

deck slab

Top of

Max. spa.RL04 series

Retaining wall

RL04 series Face of rail L post

PL 8• x 9• x ƒ

2ˆ

"4

…"

2ˆ

"

9•"

3‚"

R = •" typ.

4‚

"

Groove detail for

both sides of rail

ƒ"

slab bars

Longitudinal

Scale: 1" = 1'-0"

contained inside rebar cage

Bolts through base plate shall be

Scale: 1" = 1'-0"

10"

Parapet

Parapet

Parapet3"

Pin o

RG0401

Dimensions in bending diagram are out-to-out of bars.

1'-6"

placement of the RG04 series bars.

Specifications as -0" to +•" is shifted to -‚" to +‚" for

The cover tolerance referenced in the VDOT Road and Bridge

ELEVATION

Max. spa. = 8"

RG0401 and RG0402 at each space

D

D

Face of rail

10"

SECTION D-D

**

4"

1•" cl.

RW0401

RL04 series

wingwall

Top of

RW0402

for details not shown

See Section A-A and B-B

contained inside rebar cage

Bolts through base plate shall be

Scale: 1" = 1'-0"

4•

"

2'-

10•

"

RW0401 RW0402

RW0401 #4 3"

RW0402 #4 3"

Parapet and u-back wing

Parapet and u-back wing

2'-

10•

"

4•

"

2'-

2…

"

2'-

6•

"

Retaining wall

Retaining Wall

Retaining wall

Retaining Wall

152975-17.dgn

For additional notes, see sheets B-9, and B-18.

Rails to be continuous over a minimum of 3 posts before splicing.

ground down.

Where more tilting of the post is required, the concrete shall be

alignment, maximum thickness of shim build-up not to exceed „".

posts will be vertical. Steel shims may be used to adjust post

Cut bottom of posts to match cross slope before welding so that

dimensions.

a nominal durometer hardness of 60. Pads shall conform to post base

Posts shall be seated on neoprene pads „" minimum thickness, having

Minimum spacing is 6'-6"

Posts shall be equally spaced within a span. Maximum spacing is 7'-0".

All steel shall be hot dip galvanized.

shall be applied to damaged galvanized areas.

the bolt end ground so that no sharp edges remain. Cold galvanizing

the extension is longer, excess shall be cut off and the edges of

be limited to the smaller of one and a half finishing turns or ‚". If

For bolts attaching rails to posts, bolt extensions beyond nut shall

or ASTM A194 Grade 2H. Washers shall be ASTM F436.

otherwise indicated in the details. Nuts shall be ASTM A563 Grade DH

slot in head), ASTM A449. All other bolts shall be ASTM A325 unless

Bolts for attaching rails to post are ƒ" diameter round head (with

be ASTM A36 steel. Steel pipe sleeves shall be ASTM A53.

Posts and rail members shall be ASTM A500 Grade B steel. Plates shall

see sheet B-9.

For details and reinforcing steel schedule of retaining wall,

Steel, Class II.

All reinforcing steel shall be Corrosion Resistant Reinforcing

and slab depths.

shall adjust the reinforcing steel as required for other cross slopes

‚" per foot cross slope and for an 8•" slab depth. The Contractor

The reinforcing steel shown has been detailed based on a standard

All bevels for concrete shall be ƒ".

All concrete shall be Low Shrinkage Class A4 Modified.

for installation.

The Contractor shall determine all dimensions and details necessary

vertical planes.

Plan dimensions shown are measured in the respective horizontal and

NOTES:

NO. REVISIONBYDATE

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ALS/TNB



NTS

NTSB-18

‰

Locknut

SECTION A-A

SECTION C-C

‰

3‚

"SECTION AT RAIL SPLICE

Steel tubing

Locknut

3"

typ.

2"

1•

"

2"2" 2"

‰

Typ.

SECTION B-B

RAIL SPLICE DETAILS

ELEVATION VIEW

BB

A

•"

4" 4"1"

L rail spliceC

Œ" x 1•" slot in outer tube

Œ" o hole in inner sleeve

2"2"

SECTION D-D

ELEVATION VIEW

DD

A

A

4"A

A/2

RAIL EXPANSION JOINT DETAILS

L rail expansion joint

For details and dimensions not shown, see Section B-B.

2"A+•" A+•"

1"

Slot in outer tube only

CL rail

CL rail

2‚"

/

/

C

Œ" o holes/

A

/

/

FINISHED DIMENSIONS OF INNER SLEEVE RAIL

/

corners

Typical 4

top and bottom

PL … x 1•

each side

PL … x 2ƒ

top and bottom

PL … x 1•

each side

PL … x 2ƒ

HSS 4 x 3 x ‚

L railC

tube typ.

hole in outer

•" o drain

to Section A-A.

Details not shown similar

fabrication.

Tack weld during

with flat washer

•" o x 1ƒ" cap screwpipe spacer

•" o x •" long

with flat washer and

•" o x 1ƒ" cap screw

C

C

AND NOTES

BR27C RAIL CONNECTIONS

indicated in the reinforcing steel schedule.

included is concrete noted in the plans and reinforcing steel

and other associated metal parts as shown on the plans. Also

anchor assemblies, sleeves, barrier delineators, grounding materials

Bid item for railing shall include rails, rail posts, bearing pads, bolts,

10'-0" to joints.

spacing, shall be centered between posts and shall be no closer than

Maximum spacing of grooves in pedestal shall be limited to 3 x post

the Specifications.

Barrier delineator size, color, and spacing shall be in accordance with

beveled washers.

Anchor bolts may be set normal to profile grade but may require

pier(s). Drain holes shall be provided at each end of rail.

approximately half-way between posts except at open joints near

Drain holes shall be •" diameter and shall be provided in all rails

shall be lightened only to a point that will allow railing movement.

to deck joint opening plus 1". Bolts in slot on the expansion side

span a deck expansion joint. Dimension A for expansion joint is equal

Rail expansion joint shall be provided between any two posts which

NOTES (cont'd):


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NTS

NTSB-19

AND BENDING DIAGRAM


Type 1

A

Type 5

A

Q D

P

R

Type 6

C

B

Type 7

B

C

D

Type 27

Q

H

P

A

R

REINFORCING STEEL SCHEDULE DIMENSION TABLE

MARK NO.

SIZE

BAR LOCATION TYPE N

FT-IN

PIN DIA.

FT-IN

A

FT-IN

B

FT-IN

C

FT-IN

D

FT-IN

P

E

FT-IN

Q

F

FT-IN

R

G

FT-IN

H

FT-IN

S

I

FT-IN

T

J

FT-IN

U

K

FT-IN

L

FT-IN

V

BENDING DIAGRAM

AF0401 4 Abutment A Footing 7

(LBS.)

WEIGHT

FT-IN

LENGTH

AF0402 4 Abutment B Footing 7

AF0403 4 7

AF0406 4 1

AF0601 6 1

AH0401 4 1

AV0504 5 6

AV0505 5 6

AW0401 4 1

AW0402 4 1

AW0403 4 2

SC0501 5 1

SC0502 5 1

SC0503 5 1

SH0601 6 1

SH0602 6 1

SL0401 4 1

ST0501 5 5

ST0602 6 27

SV0401 4 7

4 6

SV0403 4 7

SV0402

Retaining Wall Footing

Retaining Wall Footing

Abutment Footing

Abutment A Retaining Wall

Abutment B Retaining Wall

Wingwall

Wingwall

Wingwall

Deck

Deck

Deck

Backwall

Backwall

Deck

Backwall

Backwall

Abutment A BAckwall

Backwall

Abutment B Backwall

Abutment Retaining Walls

AW0404 4 Wingwall 1

DIMENSION VARIATION TABLE

MARK

LEN.

EA.

NO.

SIO

N

DIM

EN-

SIO

N

DIM

EN-

FT-IN

FROM

FT-IN

TO

FT-IN

VARY BY

FT-IN

FROM

FT-IN

TO

FT-IN

VARY BY

AAW0404 8'-2" 5'-1" 1'-5†"

Type 2

Q

A

P

R

the Engineer for review and approval prior to ordering reinforcing steel.

as well as any details or dimensions. Shop drawings shall be submitted to

The Contractor shall determine the number of reinforcing bars required

NOTES:


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B-20

PRESTRESSED CONCRETE PILES

NTS

NTS

2'-

6"

Build-up

3"

2'-

6"

A A

6"

pit

ch

See Note B

6"

pit

ch (S

ee

Note

C)

2

3

4

1

POINTS

0.292L

0.207L

0.145L 0.355L

0.107L 0.262L 0.262L

0.586L

L

L

L

L

0.262L

0.207L

0.145L

0.107L

0.355L

0.708L

PICK UP POINTS

Unless special lifting devices are attached for pick-up, pick-up

points shall be plainly marked on all piles after removal of the

forms. The pile shall be supported only at the indicated pick-up

points remain in a straight line during lifting and when position-

ing the pile for driving.

points while in storage or while being handled.

1-Point 2-Point 3-Point 4-Point

LLLL

PILE PICK-UP DATA

150

204

338

12"

14"

18"

20"

24"

417

600

W

size

Pile

SQUARE CIRCULAR

SECTION A-A: STRAND PATTERN FOR PILE

eq.

spa.

N

eq. spa.W

W

L strands

Strands equally spaced

See Note B

SECTION B-B: PILE HEAD

The use of special embedded or attached lifting devices, the em-

ployment of other pick-up points or any other method of pick-up

shall be subject to approval by the Engineer.

than 5000 psi, the maximum pick-up length shall be the tabulated

length reduced by 1% for every 250 psi below 5000 psi.

Lbs.

LF

Wt. per

Approx. for various pick-up systems

Maximum lengths

C

3" typ. for 18" thru 24" piles

12"

14"

18"

20"

24"

psi(in.)

Circular

Square

Circular

Circular

Circular

Circular

Square

Square

Square

Square 4

4

12

12

16

16

•

•

•

•

•

•

•

•

•

•

1

2

3

3

4

751

751

820

751

751

poundsin.

Maximum lengths are determined from impact loads. L is the maxi-

/

/

W

16 turns

16 turns

3"

pit

ch

3"

pit

ch

1"

pile tip.

with pile head and

Cut strands flush

1"

5 turns

1"

pit

ch

5 turns

1"

pit

ch

mum pick-up length based on a concrete compressive strength of

5000 psi. If piles are picked up when concrete strength is less

2016, Commonwealth of Virginiac

PILE BUILD-UP ELEVATIONPILE ELEVATION

feather edges

hammered to prevent

pile head shall be bush-

Concrete around top of head

Top of pile

B B

Permissible mechanical splice

2'-

6"

5'-

0"

DETAIL

PILE HEAD PROJECTING BAR

Section B-B.

see Pile Data Table and

number of reinforcing bars,

For size, location and

See Note A

#8 bars for 24" piles

#7 bars for 14", 18" and 20" piles


2•" typ. for 12" and 14" piles

12" and 14" PILES

(W-6") for piles 18" thru 24"

(W-5") for piles 12" and 14"

B B

or cap

Bottom of footing

or cap

Top of footing

PILE HEAD CONNECTION DETAILStrands and ties not shown

3" min.

2'-

6"

min.

minimum embedment

bars if needed to achieve the required

Use a 90 bend at top of projectingo

W

Pile size

per strand

force

Prestressing

strands

of

Diameter

in pile

strands

no. of

Total

pattern

Strand

spacings

Strand

after losses

prestress

Effective6"

min.

The use of proper rigging is required to ensure that the pick-up

8

6

12

10

30,980

30,980

24,790

26,850

30,980

30,980

30,980

30,980

30,980

30,980

18", 20" and 24" piles

W5 wire spiral ties for

for 12" and 14" piles;

W3.5 wire spiral ties

N

N

shown).

wire spiral ties not

Pile head (strands and

in Section A-A.

are the same as

Wire spiral ties

3•" typ.

4-#7 for 14" piles

4-#6 for 12" piles

3•" typ.

Strands and wire spiral ties not shown

18", 20" and 24" piles

W5 wire spiral ties for

for 12" and 14" piles;

W3.5 wire spiral ties

PILE DATA TABLE

8-#8 for 24" piles

8-#7 for 18" and 20" piles

and Note C.

Section A-A

ties, See

Wire spiral

#3 bars shall be used and the pitch shall be 3".

For Seismic Performance Zone 2 bridges (structures), W12 wire or

Note C:

be placed to fit.

If alternate circular strand arrangement is used, bar extension must

Note B:

ASTM C939.

a flow time between 10 to 30 seconds tested in accordance with

reinforcing bars shall be installed immediately. The grout shall have

strength grout shall be placed in the holes and the #6, #7 or #8

driving the pile and cleaning out the holes, an approved high

shall be a single section and shall be capped at the bottom. After

2" o holes formed with galvanized corrugated metal duct. The duct

(the holes shall be serrated to provide a mechanical bond) or

2. The top of the pile shall be cast with 1…" o preformed holes

undamaged before casting the footing or cap; or

expose the strands. The strands must be thoroughly cleaned and

the concrete pile, remove the concrete from the added length to

1. The pile may be cast 2'-6" longer than required. After driving

In lieu of the reinforcing bars projecting from the head:

Note A:

hot dip galvanized.

the spiral ties and all other reinforcing bars in the pile shall be

bents and in footings constructed above Mean High Tide elevation,

Where piles are exposed in bridges over tidal water such as in pile

strands shall project into the cap or footing to serve for anchorage.

When pile cut-off is greater than 2'-6" at least 30 inches of all the

the pile is driven and the bars are spliced.

adequate shielding to protect the ends of the reinforcing bars until

Section 406.03(e) of the Specifications. The Contractor shall provide

Mechanical splices for reinforcing bars shall be in accordance with

and then only after driving is complete.

Build-ups shall be used only with written permission by the Engineer

Splicing is not permitted, unless authorized by the Engineer.

Wire spiral ties shall conform to ASTM A82.

Deformed reinforcing bars shall conform to ASTM A615, Grade 60.

of 270 ksi.

All strands shall be low relaxation and shall have an ultimate strength

cylinder strength at time of release of strands equal to 3500 psi.

strength at 28 days equal to 5000 psi and a minimum compressive

All concrete shall be Class A5 having a minimum compressive cylinder

Note:

CONNECTION DETAIL

See PILE HEAD CONNECTION DETAIL

See PILE HEAD

834

835

2'-

6"

5'-

0"

B B

See Note A

PROJECTING BAR DETAIL

ALTERNATE PILE HEAD

Strands and spirals not shown


and 20" piles

#7 bars for 14", 18"


Galvanized corrugated metal duct

827

806

806

49'

54'

62'

65'

69'

69'

77'

88'

91'

97'

98'

110'

125'

131'

139'

133'

149'

170'

177'

189'

16" 267 62' 88' 126' 171'

16"Circular

Square •

•

28

8

30,970

30,970

836

836

16", 18", 20" and 24" PILES


SCALE

HORIZ:

VERT:

DRAWN BY:

DESIGN BY:

APPROVED BY:

DATE:

CADD FILE

PROJECT NO.

TASK NO.

SHEET

OF

21

SHEETSDPD

EGM

152975

1


Fax (757) 463-0503

Phone (757) 463-8770




CITY OF SUFFOLK

MARCH 2021

ALS/TNB



B-21

APPROACH SLAB

NTS

NTS

SECTION A-A

AS0701

AS0503 AS0502

4"

1'-

3"

PLAN

20'-0"

3'-

0"

4"

3"9" 9"

3"

Face of backwall

A

BB

A

CC

3'-

0"

4"

Slope to match bridge slab

AS0502 to

p

AS0701 botto

m

AS0503 @ 1'-6" c-c top

AS0503 @ 9" c-c bottom

Spaces

@ 12"

c-c to

p

Spaces

@ 6"

c-c botto

m

7•

"

Scale: ƒ" = 1'-0"

3•

"

L

Mark

AS0701

AS0502

AS0503

No. Length

19'-8"

Location


Bottom longitudinal

Top longitudinal

Size Pin o/

Top and bottom transverse

#7

#5

#5

Scale: …" = 1'-0"

botto

m

8

@ 4"

to

p

4

@ 8"

to

p

4

@ 8"

AS0503 top and bottom

30'-

0"

Bolster as necessary

3"

4"

1'-

3"

7•

"

7"AS0510

2'-0" 2'-0"1'-6"

AS0414

3•

"3"

1'-

3"

pavement

Approach

AS0509

9"

10"

End of slab

abutment

integral

Face of

2•

" clr. ty

p.

10 mil plastic moisture barrier, typ.

Detail F

filler

Joint

Joint filler

Molykote 321 by Dow Corning or Mantek Dri-guard.

Between the pads, use either a powdered graphite lubricant,

Specifications, for full length of approach slab seat.

Section 237 of the current VDOT Road and Bridge

2 -„" preformed bedding material pads conforming to

PREFORMED ELASTOMERIC JOINT SEALER

3"

In uncompressed state

this line

Do not cut above

DETAIL F

L joint

Lubricant adhesive

Preformed sealer

Max. R = ‚" typ.

…"

C

typ.

•"

Not to scale

Hot poured joint sealer

Approach slab

Bond breaker

‚" radius typ.

•"

•"

„"

End of slab

SECTION B-BScale: ƒ" = 1'-0"

SECTION C-CNot to scale

AS0503 top and bottom

AS0502

AS0701

AS0414

AS0510

AS0509

#4

#5

#5 Sleeper pad

Sleeper pad

Sleeper pad

botto

m

8

@ 4"

3"

12"

ty

p.

1‡"

sheets B-6 & B-7

ST0602 see

Top of slab

Carolina Road Constr. B

1•

"

and bottomAS0503 top

3•

"A

S0509

&

AS0510

@ 12"

max.

3•

"

Sleeper pad

20'-4•"

#5 - 2'-2"

#4 - 1'-9"

Reinforcing lap lengths shall be as follows unless otherwise noted:

Payment for grooving is included in bridge deck grooving quantities.

Specifications, Section 404.07 (f), Class 6, Bridge Deck Finish.

Grooving shall be in accordance with VDOT Road and Bridge

for more than two weeks.

Material Type RC-70, RC-250 or MC-250 if aggregate base is exposed

Prime aggregate base material with 0.35 gal. per sq. yd. Liquid Asphalt

between approach slab and concrete pavement.

See VDOT Road and Bridge Standards, Section 300 for dowels in joint

centers of bars.

All reinforcing bar dimensions except for bending diagram are to

Deformed reinforcing bars shall conform to ASTM A615, Grade 60.

the joint shall be blown out with oil-free compressed air.

brushed with a mechanical rotary wire brush. Just prior to sealing,

compound, oils, greases and dirt. All faces must be sandblasted or

areas and their faces shall be free of all foreign matter, curing

All joints that are to be sealed shall be free of cracked and spalled

NOTES:


SCALE

HORIZ:

VERT:

DRAWN BY:

DESIGN BY:

APPROVED BY:

DATE:

CADD FILE

PROJECT NO.

TASK NO.

SHEET

OF

21

SHEETSDPD

EGM

152975

1


Fax (757) 463-0503

Phone (757) 463-8770




CITY OF SUFFOLK

MARCH 2021

ALS/TNB



s & angela m. ellis - suffolk, va

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