DEPARTMENT OF TRANSPORTATION - fce-digs.comfce-digs.com/library/documents/doc_k22bridgeplans... · DEPARTMENT OF TRANSPORTATION No. Description Date ... end railing at the demolition

REVISIONS

For Table of Revisions,

see Sheet 2.

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

No. Description DateCOORDINATED:

SUPERVISED:

DESIGNED:

DRAWN:

CHECKED:

PLANS BY:

GENERAL NOTES:

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

and Scour Code:

FHWA Construction

UPC No.

DESIGN EXCEPTION(S):

VA.

STATE

Federal Oversight Code:

NBIS Number:

cDate:

b29685001.d

gn

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

Nicholas E. Smilek

T. Michael Harris

Consultant

None.

296-85

L

ABUTMENT A ABUTMENT B

PLAN

Face of rail

Face of rail

ORIGINAL SIGNATURES ON TITLE SHEET OF ROAD PLANS

oN 67 -50'-43" E

1

90176

158 0158-097-800, B644

X080-S5

000000000030587

NFO

BR-097-1()

2016, Commonwealth of Virginia

CR

EE

KT

OM

S

L

46'-0"18'-

2"

18'-

0"

46'-0"

Abutment B

Sta. 102+30.05

Abutment A

Sta. 101+84.05

End of slab End of slab

DEVELOPED SECTION ALONG CONSTR. BL

Rte. 158 Constr. B

Existing profile along

Elev. 1986.83 Elev. 1987.00

To Norton

To Saint Paul

+0.44% +0.33%

C.G. Sta. 102+00.00

C.G. Elev. 1986.90

V.C. = 20.00'

Finished gradeFinished grade

Approach slab

Approach slab

April 1977

El. 1988.6

High Water

Sheet 1 of 25_ _ _ _ _ _ _ _ _ _

(to be removed)

Existing structures

1

1•

1

1•

Normal to abutment PROJ. 0158-097-800, B644

WISE CO. - 0.4 MI. E. ALT. ROUTE 58

OVER TOMS CREEK

ROUTE 158 (EAST FRONT STREET)

PROPOSED BRIDGE ON

Existing structure

curb

sidewalk

Face of 42'-

4"

Date

Approved:

Recommended for Approval:

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

Date

_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

District Engineer

Date

Recommended for Approval: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

District Planning and Investment Manager

District Project Development Engineer

Date

Scale: „" = 1'-0"

Dry riprap cl. II, typ.

Scott R. Canfield

Constr. B

Rte. 158

high water

at ordinary

Edge of Stream

high water

at ordinary

Edge of Stream

Toe of fill

20'-

0"

15'-

0"


20'-

0"

Cut Cut

El. 1972.0

High Water

Ordinary

Sta. 101+84.05

End of slab

Beginning of bridge

Sta. 102+30.05

End of slab

End of bridge

HR-1, Type II, typ.

Pedestrian handrail

Terry W. Coker

(to be modified)

Existing wooden deck

in the road plans)

removed (see D-900

wooden deck to be

Portion of existing

James R. Jones

to meet wingwall)

wall (partially demolish

Existing CMU retaining

April 15, 2016

and cofferdams.

temporary shoring

See sheet 3 for

Note:

10"

10"

6'-

2"

(Continued on sheet 2)

strands conforming to ASTM A416 Grade 270.

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

Class III, may be substituted for Class II.

may be substituted for Class I. Corrosion Resistant Reinforcing Steel,

steel schedule. Corrosion Resistant Reinforcing Steel, Class II or Class III,

required on this project is noted on plan sheets and in the reinforcing

stainless clad steel or solid stainless steel. The Class of CRR steel

strength shall be: 100 ksi for low carbon/chromium steel and 60 ksi for

of the three Classes listed in the special provision. The minimum yield

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

to fabrication and construction tolerances.

are to centers of bars except where otherwise noted and are subject

special provisions. All reinforcing bar dimensions on the detailed drawings

reinforcing) which shall conform to applicable specifications noted in the

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

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

equal to 4000 psi.

minimum compressive cylinder strength at time of release of strands

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

Prestressed concrete in slabs shall be Class A5 having a minimum

Class A4 Modified; in substructure, Class A3.

Concrete in deck slab, rails, and terminal walls shall be Low Shrinkage

Design loading includes 15 psf allowance for future wearing surface.

construction methods.

Design loading includes 10 psf allowance for construction tolerances and

Specifications and Special Provisions included in the contract documents.

These plans are incomplete unless accompanied by the Supplemental

Bridge Standards, 2008

Standards: Virginia Department of Transportation Road and

2014 and VDOT Modifications.

Design: AASHTO LRFD Bridge Design Specifications, 7th Edition,

Bridge Specifications, 2016.

Construction: Virginia Department of Transportation Road and

Specifications:

Drainage area: 10.6 sq. mi.

Capacity: HL-93 loading

Span layout: 1-46'-0" prestressed concrete voided slab span.

Width: 42'-4" face-to-face of rails.

the applicable laws.

signatures is illegal. Violators will be prosecuted to the full extent of

VDOT Central Office. Any misuse of electronic files, including scanned

The original approved sheet, including original signatures, is filed in the

15'-

0"

C

plans

see roadway

sewer line,

sanitary

L relocated

plans.

sheets in roadway

B only). See utility

sewer line (Abutment

Relocated sanitary

Matthew B. Cox 4-26-16

4-26-16

4-26-16Randy Hamilton

Dennis R. Harris

mharris

TMH VA PE Seal

Date Plan No. Sheet No.Designed: ...........

Drawn: ................

Checked: ............2016, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION



Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685002.d

gn

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

296-85

2

2 of 25

158 0158-097-800, B644

accordance with current Road and Bridge Specifications.

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

LUMP SUM BID ITEMS

Mobilization

Construction Surveying

LS

LS

LS

LS

Units Quantity

CY

LB

EA

LF

ESTIMATED QUANTITIES - SUPERSTRUCTURE ONLY

CY

Item

Sheet No.

INDEX OF SHEETS

Description

DateSheets RevisedRev. No.

TABLE OF REVISIONS

AND INDEX OF SHEETS

ESTIMATED QUANTITIES

Corrosion Resistant Reinf. Steel, Class II

11

46

Prestressed Concrete Slab 4'x21" x (+45'-50')

Title sheet: plan, profile, design exceptions

and general notes

Estimated quantities and index of sheets

Superstructure

Superstructure

Deck slab plan and elevations





Footing

Neat

Abutment A

Abutment B

Footing

Neat

Total

CY

ESTIMATED QUANTITIES - SUBSTRUCTURE ONLY

Class A3

Concrete

LB

Steel

Reinforcing

LB

Class I

Reinf. Steel,

Resistant

Corrosion

CY

Excav.

Struct.

Min. CBR-30

Type I

Select Matl.

TON

Wall Drain

Geocomposite

SY TON EA

Cofferdam

Structure (Str. No. 1029)

Dismantle and Remove Existing

GENERAL NOTES:

Abutment A plan, elevation and section

Abutment B plan, elevation and section

Reinforcing steel schedule

Reinforcing steel schedule

Engineering geology

Engineering geology

Engineering geology

Engineering geology

Engineering geology

Railing, BR27D, 2 rails

Concrete Class A4 Bridge Approach Slab

SY

LF

6"

Underdrain

Pipe

LSLF

46Railing, BR27D, 3 rails

Substructure layout

42"-BR27D steel railing

54"-BR27D steel railing

BR27D rail connections and notes

Approach slabs

SRC

TPA

42" BR27C/BR27D terminal wall

54" BR27C/BR27D terminal wall

2

1

Apr. 2016

sub-footing.

approved by the Engineer. See sheets 4 and 6 for section of

Contractor is only to be paid for this item if the sub-footing is

may be necessary if foundation bearing is lower than shown on plans.

Quantity shown is for an assumed 2ft depth of sub-footing which

CY

Class B2

Concrete

25

24

23

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

YJZ

LS

Abutment A footing plan and wingwall elevations

Abutment B footing plan and wingwall elevations

38"

Class II

Riprap

Dry

Wingwall sections

LS

Reinforcing Steel Bridge Approach Slab LB

60.5

66.8

10,880

216Bridge Deck Grooving

Modify Existing Structure

3

80.1

Bearing and waterproofing details for concrete overlay

70.4

77.1

70.4

51.2

51.2

445

449

894

765

775

1540 195

CY

Backfill

Porous

298.0 102.4

2 95

BR-097-1()

Protection (Pedestrian Bridge)

Environmental and Worker

(Pedestrian Bridge, Type B)

Material Disposal

7280

7270

641

690

1331

7510

7330

1484014550

78

72

150

5910

road plan summary sheet.

Quantity of pedestrian handrail on abutment wingwalls is included in the

corner of the end of curbing.

the back of sidewalk and curbing and 11.50' northeast of the back

west of a yield sign, 30.80' southwest of the intersection point of

intersection of W. Front Street and 2nd Street SW. It is located 11.95'

ground. The monument is located at the southwest corner of the

VDOT Monument Stamped 198-0006 set in concrete flush with B.M.:

(Str. No. 1029).

be included in price bid for Dismantle and Remove Existing Structure

accordance with Sec. 411. Demolition of existing pedestrian bridge shall

The existing pedestrian bridge is designated a Type B Structure in

Bridge No. of existing bridge is 1029. Plan No. is 27-02.

Existing Structure.

and construction shall be included in the lump sum price bid for Modify

associated with the modification of the wooden deck including design

sealed by an engineer licensed in the Commonwealth of Virginia. All costs

approval showing proposed deck modifications and shall be signed and

deck. Plans and calculations shall be submitted by the Contractor for

shall be constructed of similar materials and methods as the existing

permanent shoring, support columns, beams and decking. Modifications

in the road plans. Work will include, but is not limited to, installation of

structure to support pedestrian loads within the easement lines shown

modifications to the wooden deck as necessary to strengthen the

railing and structure. The Contractor will also be required to make

end railing at the demolition line and sufficiently tie into the existing

and the area behind the building. The Contractor shall construct an

construction, the Contractor shall maintain access to the wooden deck

required to continue to serve as access for the property owner. During

plans. The remaining portion of the wooden deck shall be modified as

bridge shall be partially demolished in accordance with D-900 in the road

The existing wooden deck located in the southwest quadrant of the

to this fact as it may affect the excavation.

of what is believed to be a concrete slab. The contractor is alerted

of the bridge were started and then abandoned due to the presence

During the geotechnical exploration, several borings on the east side

inches.

service limit state loading has been calculated to be less than 0.35

considers a resistance factor of 0.45. The settlement under the

limit state load of 6.8 ksf. The strength limit state bearing resistance

factored bearing resistance of 9.0 ksf and a maximum factored service

Footings for abutments have been designed for a strength limit state

also not be excessively wet prior to placement of concrete.

weathered or loose rock before placing concrete. The surface should

geomaterials (IGM). The bearing surface should be clean and free of

The footings shall bear on very hard or very dense intermediate

bridge for purpose of demolition.

pier of existing bridge (Str. No. 1029) and existing pedestrian

Pay item for cofferdam for Abutment A includes cofferdam around

Temporary Shoring

LFECC for Shear Keys460

Low Shrinkage Class A4 Modified Concrete

1002

4

mharris

TMH VA PE Seal

L

oN 67 -50'-43" E

Abutment B

Sta. 102+30.05

Abutment A

Sta. 101+84.05

End of slab End of slab

To Norton

To Saint Paul


SUBSTRUCTURE LAYOUT


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685003.d

gn

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

296-85

0158-097-800, B644158

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

SRC

TPA3 of 25

SUBSTRUCTURE LAYOUT

3

Denotes approximate boring location

13BH-003B

13BH-003A

13BH-003E

13BH-003

1

1•

Normal to abutment

ABUTMENT RIPRAPNot to scale

13BH-003C

13BH-003D

Sta. 102+28.55

Face of backwall

Sta. 101+85.55

Face of backwallConstr. B

Rte. 158

typ.

Cofferdam,

Toe of fill

20'-

0" 1

1'-

0"

15'-0"

29'-

7"

23'-

7"

23'-

7"

29'-

7"

Existing abutments not shown for clarity

Cofferdam

Apr. 2016

10'-6" 10'-6"1'-6" 1'-6"

12'-0"

46'-0"

12'-0"

13'-

6"

9'-

0"

YJZ

13BH-002

13BH-003F

3'-

0"

L bridgeC

wall

retaining

Existing CMU

Toe of fill

5'-

0"

embedment, typ.

3'-0" min.

Face of backwall

dry riprap

Class II

typ.

Temporary shoring,

24'-7"

9'-5"

22'-11"22'-6"

9'-0"

8'-5"

18'-

6"

Class II dry riprap

Normal to abutment

Not to scale

Toe of fill

crusher run aggregate

6" no. 25 or no. 26

material

Geotextile bedding

RIPRAP AT WINGWALL

Top of wingwall

crusher run aggregate

6" No. 25 or no. 26

material

bedding

Geotextile

38"

material

bedding

Geotextile

run aggregate

no. 26 crusher

6" no. 25 or


1

1•

5'-

0"

3'-0" min.

embedment, typ.

3'-0"

See note 5

Existing piers,

10'-11" - Abutment B

10'-6" - Abutment A

included in price bid for Class II Dry Riprap.

Choking/bedding material shall be 21B aggregate. Cost shall be

construction.

disposal of the temporary shoring when no longer needed for the

associated with the partial or complete demolition, removal, and

shoring during construction. Payment will also include all costs

and incidentals necessary to construct and maintain the temporary

shoring and includes furnishing all labor, tools, equipment, materials,

investigation, design, detailing, and construction of the temporary

basis. Such payment shall be full compensation for any subsurface

in the plans shall be paid for as Temporary Shoring on a lump sum

Temporary shoring required for construction within the limits shown

Department for review and approval before installation.

in the Commonwealth of Virginia, and shall be furnished to the

a Professional Engineer holding a valid license to practice engineering

Contractor. Working drawings for the structure shall be certified by

The design of the Temporary Shoring shall be provided by the

mudline.

Existing pier shall be demolished to a minimum limit of 6" below the

For boring information, see sheets 20 to 24.

For Abutment B footing, see sheet 7.

For Abutment A footing, see sheet 5.

and neatwork, see abutment details.

locating fill slopes and footings of substructure units. For details

The Substructure Layout is to be used only for the purpose of

8.

7.

6.

5.

4.

3.

2.

1.

Notes:

pipe (Abutment B only)

around sanitary sewer

12" minimum thickness

Choking/bedding material

15'-

0"

plans.

utility sheets in roadway

(Abutment B only). See

Relocated sanitary sewer

mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685004.d

gn

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

0158-097-800, B644158

Scale: ‚" = 1'-0" unless otherwise noted 296-85

PLAN, ELEVATION AND SECTION

ABUTMENT A

4

SECTION C-CScale: •" = 1'-0"

PLAN

ELEVATION

1'-

6"

C

C

L

SRC

NES4 of 25

wall drain

Geocomposite

8"

1'-

7"

o/

1'-0"


19'-1"25'-1"

A4 5 B

4 5

B4 5A

4 5

2'-

6"

ty

p.

10'-

6"

ty

p.

12'-

0"End of slab

Sta. 101+85.55

Face of backwall

1

12

1'-

6"

typ.

1'-0"

1'-

6"

7'-

6"

3'-0"

1'-6"

3'-0"

1'-6"

22'-1"28'-1"

50'-2"

7"

11"

1'-6"

7"

7'-6"3'-0"

jt. w/ 3"x12" key

Permissible constr.

AH0502

AV0604AV0503

AH0502

1'-

3"

AF0602

AF0704

11'-

0"

3'-

0"

min. la

p

1'-

8"

top & bot.

AF0801

AF0602

12'-0"

AF0603

top & bot.

AF0801

AV0401

AV0502

1'-6"

Apr. 2016

Elev. 1967.0

D4 5

13'-0"

typ.

6"

3-AH0601

1'-

8"

AF0505

AF0606

min. la

p

2'-

9"

2%

min.

Constr. B

Rte. 158 typ.

2ƒ" cl.

min. la

p

1'-

9"

typ.

3" cl.

YJZ

AH0502

3-AH0601 3-AH0601

Elev. 1967.0

= 2'-9"

3 spa. @ 11"

AH0403

AF0606 spa. with AV0604




#6 min. lap

2'-11"

86 spa. @ 6" = 43'-0"

AV0401 with AV0502

Elev. 1987.00Elev. 1987.50

7" 7"

See Detail D, sheet 5

with 5-AV0604

6-AV0506, 5-AV0605


with 5-AV0604

6-AV0507, 5-AV0605

3"

3"

LConstr. B

Rte. 158

o/

ty

p.

3"

cl.

em

bed.

min.

em

bed.

min.

2%

min.

2

12

o/

max.

10'-0"

Elev. 1983.79Elev. 1983.79

11 e

q.

spa.

= 11'-

0"

AH0502

EF

11 e

q.

spa.

= 11'-

0"

AH0502

EF

AF0606 FF, AV0604 FF, 86 eq. spa. = 43'-0"

AF0505 NF, AV0503 NF, 43 eq. spa. = 43'-0"

o/6" weephole, typ.

AH0502 EF AH0502 EF

= 1'-

7"

2 spa.

@ 9•

"

#5 min.

2'-4"

lap, typ.

(see road plans)

HR-1, Type II

Pedestrian handrail

(see road plans)

HR-1, Type II

Pedestrian handrail

Elev. 1973.0

2"

(slope to drain), typ.

wingwall drainage

pipe underdrain for

Capped end of 6"

typ.

Detail,

see notes 6-9

underdrain,

w/ 6" pipe

Porous backfill

see note 10

Sub-footing,

Variable depth

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

Notes:

tubing

6" non-rigid

formed with

Weephole

backwall

Face of

11" = 2'-9"

3 spa. @

AH0403

See note 11

3"

12" min.

Slope

See note 9.

mesh hardware cloth.

ƒ" x ƒ" galvanized

6" pipe underdrain

o/

Not to scale

ABUTMENT DRAINAGE OUTLET DETAIL

Surface of fill/riprapo/

see notes 6-9, typ.

over approach slab,

6" pipe underdrain

3"

= 1'-

7"

2 spa.

@ 9•

"

3" Concrete Class B2.

direction and be incidental to the cast of

shall be spaced a maximum of 3 feet in each

subfooting and the abutment footing. Bars

long and embedded a minimum of 11" in the

Dowels in subfooting shall be #4 bars 2 feet

included in price bid for Concrete Class B2.

additional Structure Excavation required shall be

reach depth for adequate bearing pressure. Any

can be placed as a sub-footing if required to

If approved by the Engineer, Class B2 Concrete

for 6" diameter pipe underdrain.

hardware cloth shall be included in the bid price

secure with galvanized steel wire. Cost of

minimum 17 ga. Crimp around outlet end and

The galvanized mesh hardware cloth shall be

shown on the plans.

for the satisfactory completion of the work

materials, equipment, and incidentals required

prices shall include all costs for labor, tools,

The porous backfill and the pipe underdrain bid

deck to the outside edge of wings.

approach slab and then 18" off the end of the

off the end of the deck over the buried

Engineer. The porous backfill shall extend 12"

underdrain as detailed and as directed by the

backfill shall be placed around the pipe

shall be no less than two percent (2%). Porous

structure. The slope towards the side slopes

to provide free drainage away from the

around the end of the wingwall and be located

approach slab. The pipe underdrain shall extend

the cross slope of the roadway over the

The pipe underdrain at approach slab shall follow

and Bridge Specifications.

requirements of Section 232 of the VDOT Road

Pipe underdrain shall conform to the

Reinforcing Steel, Class I.

neatwork, shall be Corrosion Resistant

except footing bars extending into the

All reinforcing steel in abutment neatwork,

w/ denotes with

spa. denotes spacing

cl. denotes clear

eq. denotes equal

FF denotes far face

EF denotes each face

NF denotes near face

sheet 18.

For Abutment A reinforcing steel schedule, see

For Abutment A footing plan, see sheet 5.

For substructure layout, see sheet 3.

mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685005.d

gn

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

0158-097-800, B644158


5

L

53'-2"

SRC

NES5 of 25

FOOTING REINFORCEMENT PLAN

and bot., typ.

AF0801, top


the Specifications

as per Section 305.03(a) of

Minimum density for top 6"

Back of backwall

20'-0"

Subgrade

Approach slab

Top of pavement

Not to scale

Abutment drainage not shown

SECTION THROUGH ABUTMENT - CUT SECTION

structural excavation

To be paid for as

9'-0"5'-0"

Sta. 101+85.55

Face of backwall

and bot., typ.

AF0801 top

Apr. 2016

Abut

me

nt

A - 19'-

7"

avg.

Constr. B

Rte. 158

YJZ

AW series bars

AH0403

method.

Table II of the VTM-10 test

95% or in accordance with

material. Minimum density

Zone of select backfill

DETAIL D54

23'-7"29'-7"

typ.

2‚" cl.

Scale: ƒ" = 1'-0"

with AV0604

5-AV0605

= 1'-8"

4 eq. spa.

= 2'-5•"

3 eq. spa.

Elev. 1967.0Elev. 1967.0

VIEW A4 VIEW B

4

Elev. 1987.50

6"

Elev. 1987.00

AF0603 bot., 26 eq. spa. = 26'-0"

AF0704 top, 52 eq. spa. = 26'-0"

AF0603 bot., 26 eq. spa. = 26'-0"

AF0704 top, 52 eq. spa. = 26'-0"

6"

End of slab

AND WINGWALL ELEVATIONS

FOOTING PLAN

ABUTMENT A

5 8

5 8 8

85

5

F

FE

E

55

2'-3"3"

1'-

6"

10'-

6"

ty

p.

4"

12'-

0"

AF0602, typ.

ea.

end

11"

10 eq.

spa.

= 9'-

6"

AF0602 top and bot.

11"

5'-6", typ.

#8 min. lap

3'-1", typ.

#6 min. lap

typ.

4"

deck slab

concrete

Top of

haunch)

opposite hand

(6-AV0506 at

6-AV0507 shown

2 eq. spa. = 2'-0"

AW0501 EF,

3‡

"11 e

q.

spa.

= 11'-

0"

AW

0405

NF,

AW

0507

FF

4"

9„

"

AF0505

AW

0405

NF,

= 4'-

7"

5 e

q.

spa.

AW

0506

FF

2'-3" 6"

2 eq. spa. = 2'-0"

AW0502 EF,

3‡

"11 e

q.

spa.

= 11'-

0"

AW

0408

NF,

AW

0507

FF

5 e

q.

spa.

AW

0509

FF

9„

"

3"= 4'-

7"

AW

0408

NF,

AF0505

4"

eq.

spa.

bet

wee

n

AF0607 to

p

AF0606

with AW0502 NF

with AW0604 FF

10 e

q.

spa.

= 10'-

0"

AW

0510

FF

16 eq. spa. = 8'-0"

AW0503 spa. with AW0604 FF,

AW0501 NF, 8 eq. spa. = 8'-0"

AF0606

with AW0501 NF

with AW0604 FF

16 eq. spa. = 8'-0"


AW0502 NF, 8 eq. spa. = 8'-0"

typ.

with AW0502,

AW0412 spa.

spa.

wit

h

AW

0408

AW

0511

FF

Quantity of pedestrian handrail is included in road plans.

FF denotes far face



eq. denotes equal

For Abutment A reinforcing steel schedule, see sheet 18.

For Abutment A plan and elevation, see sheet 4.


5.

4.

3.

2.

1.

Notes:

(see road plans)

HR-1, Type II

Pedestrian handrail

greater than the select backfill may be left in place.

In cut situations material with strength characteristics2.

the Department.

Type 1, minimum CBR 30, at no additional cost to

21A or 21B may be substituted for Select Material

305 of the VDOT Road and Bridge Specifications.

be compacted in accordance with Sections 303 and

Select Material Type I, minimum CBR 30, and shall

Material in the abutment select backfill zone shall be1.

Notes:

see road plans

For pavement structure,

in road quantities

Aggregate 21B included

typ.

with AW0501,

AW0412 spa.

joint filler

1" Preformed

South side opposite hand

North side shown

approach slab placement

be removed prior to

Temporary shoring to

mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

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STATE SHEET

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b29685006.d

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STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

0158-097-800, B644158


PLAN, ELEVATION AND SECTION

ABUTMENT B

6

PLAN

ELEVATION

Elev. 1967.0

L

J

J

L

SRC

NES6 of 25


A6 7

A6 7

B6 7

B6 7

Sta, 102+28.55

Face of backwall

4'-

11ƒ

"

25'-1"19'-1"3'-0"

28'-1"22'-1"

50'-2"1'-6"

typ.

1'-0"

1'-

6"

1'-

6"

1'-

6"

7'-

6"

7"

11"

ty

p.

10'-

6"

ty

p.

12'-

0"

1'-6"

D6 7

Elev. 1987.00Elev. 1987.50

Apr. 2016

2% min.

7"

Constr. B

Rte. 158

Constr. B

Rte. 158

SECTION J-JScale: •" = 1'-0"

wall drain

Geocomposite

8"

1'-

7"

o/o/

1'-0"

underdrain, see notes 6 and 7

Porous backfill w/ 6" pipe

1

12

1'-6"

7"

7'-6"3'-0"

jt. w/ 3"x12" key

Permissible constr.

AH0552

AV0654

AV0553

AH0552

AF0652

AF0754

min. la

p

1'-

8"

AF0652

12'-0"

AF0653

AV0451

AV0552

1'-6"

typ.

6"

3-AH0651

1'-

8"

AF0555

AF0656

min. la

p

2'-

9"

typ.

2ƒ" cl.

min. la

p

1'-

9"

7"

End of slab

YJZ

AH0552

13'-0"

Elev. 1967.0

86 spa. @ 6" = 43'-0"

AV0451 with AV0552





AF0656 FF, AV0654 FF, 86 eq. spa. = 43'-0"

AF0555 NF, AV0553 NF, 43 eq. spa. = 43'-0"

em

bed.

min.

em

bed.

min.

2

12

top & bot.

AF0851

1'-

3"

top & bot.

AF0851

2%

min.

3"


with 5-AV0654

6-AV0556, 5-AV0655

3"


with 5-AV0654

6-AV0557, 5-AV0655

Elev. 1983.96Elev. 1983.96 3-AH06513-AH0651

o/

max.

10'-0"

3"

AH0552 EFAH0552 EF

= 1'-

7"

2 spa.

@ 9•

"

= 1'-

7"

2 spa.

@ 9•

"

2'-5‚"

typ.

3" cl.

(see road plans)

HR-1, Type II

Pedestrian handrail

Elev. 1973.0

o/6" weephole, typ.

#5 min.

2'-4"

lap, typ.

Detail L6 7

#6 min. lap

2'-11"

11" = 2'-9"

3 spa. @

AH0453

11" = 2'-9"

3 spa. @

AH0453

(slope to drain), typ.

for wingwall drainage

6" pipe underdrain

Capped end of

typ.

Detail,

3"

12" min.

Slope

See note 9.

mesh hardware cloth.

ƒ" x ƒ" galvanized

6" pipe underdrain

o/

Not to scale

ABUTMENT DRAINAGE OUTLET DETAIL

Surface of fill/riprap

see note 10

sub-footing,

Variable depth

See note 11

ty

p.

3"

cl.

o/

tubing

6" non-rigid

formed with

Weephole

backwall

Face of

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

Notes:

11'-

0"

3'-

0"

(see road plans)

HR-1, Type II

handrail

Pedestrian

3'-0"

o/

see notes 6-9, typ.

over approach slab,

6" pipe underdrain

Concrete Class B2.

direction and be incidental to the cast of

be spaced a maximum of 3 feet in each

subfooting and the abutment footing. Bars shall

long and embedded a minimum of 11" in the

Dowels in subfooting shall be #4 bars 2 feet

included in price bid for Concrete Class B2.

additional Structure Excavation required shall be

reach depth for adequate bearing pressure. Any

can be placed as a sub-footing if required to

If approved by the Engineer, Class B2 Concrete

for 6" diameter pipe underdrain.

hardware cloth shall be included in the bid price

secure with galvanized steel wire. Cost of

minimum 17 ga. Crimp around outlet end and

The galvanized mesh hardware cloth shall be

shown on the plans.

for the satisfactory completion of the work

materials, equipment, and incidentals required

prices shall include all costs for labor, tools,

The porous backfill and the pipe underdrain bid

end of the deck to the outside edge of wings.

the buried approach slab and then 18" off the

shall extend 12" off the end of the deck over

directed by the Engineer. The porous backfill

around the pipe underdrain as detailed and as

two percent (2%). Porous backfill shall be placed

towards the side slopes shall be no less than

concrete transition with the CMU wall. The slope

at the north wing shall extend through the

away from the structure. The pipe underdrain

wingwall and be located to provide free drainage

wing shall extend around the end of the

approach slab. The pipe underdrain at the south

the cross slope of the roadway over the

The pipe underdrain at approach slab shall follow

and Bridge Specifications.

requirements of Section 232 of the VDOT Road

Pipe underdrain shall conform to the

Reinforcing Steel, Class I.

neatwork, shall be Corrosion Resistant

except footing bars extending into the

All reinforcing steel in abutment neatwork,

w/ denotes with


cl. denotes clear

eq. denotes equal

FF denotes far face



sheet 19.

For Abutment B reinforcing steel schedule, see

For Abutment B footing plan, see sheet 7.


12 e

q.

spa.

= 11'-

0"

AH0552

EF

12 e

q.

spa.

= 11'-

0"

AH0552

EF

4"

mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

ROUTE

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STATE SHEET

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STATEROUTE

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STATE

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

0158-097-800, B644158


7

SRC

NES7 of 25

FOOTING REINFORCEMENT PLAN


L

53'-2"

29'-7"23'-7"

10'-

6"

and bot., typ.

AF0851, top

typ.

4"

1'-

6"

Sta. 102+28.55

Face of backwall

and bot., typ.

AF0851 top

12'-

0"

11"

AF0652, ty

p.

ea.

end

11"

Apr. 2016

Constr. B

Rte. 158

the Specifications

as per Section 305.03(a) of

Minimum density for top 6"

Back of backwall

20'-0"

Subgrade

Approach slab

Top of pavement

structural excavation

To be paid for as

9'-0"5'-0"

method.

Table II of the VTM-10 test

95% or in accordance with

material. Minimum density

Zone of select backfill

End of slab

Not to scale

Abutment drainage not shown

SECTION THROUGH ABUTMENT - CUT SECTION

Abut

me

nt

B - 19'-

9"

avg.

AW series bars

AH0453

DETAIL D

typ.

2‚" cl.

Scale: ƒ" = 1'-0"

with AV0654

5-AV0665

= 1'-8"

4 eq. spa.

= 2'-5•"

3 eq. spa.

Elev. 1967.0Elev. 1967.0

VIEW6

VIEW6

Elev. 1987.00Elev. 1987.50

6"3"

For reinforcing

details

see Section K-K

KK

A

B

6"

AF0653 bot., 26 eq. spa. = 26'-0"

AF0554 top, 52 eq. spa. = 26'-0"

AF0653 bot., 26 eq. spa. = 26'-0"

AF0754 top, 52 eq. spa. = 26'-0"

AND WINGWALL ELEVATIONS

FOOTING PLAN

ABUTMENT B

Scale: •" = 1'-0"

o

1'-6"

SECTION K-K

AW0551

7 8

G

7 8

G

7

7

7 8

H

7 8

H

1'-9"

spa.

2 eq.

= 1'-

6"

spa.

4 eq.

= 1'-

9"

= 3'-0"

3 eq. spa.

spa.

2 eq.

6"

6"

57

AW0563

AW0462

9•

"3" 3"

11 e

q.

spa.

= 10'-

4"

AW

0563

wit

h

AW

0560

FF

3•

"

AW

0462

wit

h

AW

0455

NF

5 e

q.

spa.

AW

0559

FF

AW

0458

NF,

= 4'-

11"

9•

"

3•

"12 e

q.

spa.

= 11'-

3"

AW

0458

NF,

AW

0557

FF

at opposite hand haunch)

6-AV0557 shown (6-AV0556

6 7

5'-6", typ.

#8 min. lap

3'-1", typ.

#6 min. lap

10 e

q.

spa.

= 9'-

6"

AF0652 to

p and bot.

ty

p.

4"

2'-3"

11 e

q.

spa.

= 10'-

3"

AW

0561

FF

typ.

with AW0551,

AW0464 spa.

5 eq. spa. = 4'-5"

AW0563 with AW0556 FF

AW0462 with AW0455 NF,

AF0656

with AW0552 NF

AF0555

with AW0654 FF

AW0464 spa. with AW0552

16 eq. spa. = 8'-0"


AW0552 NF, 8 eq. spa. = 8'-0"

AW0459 spa. with AW0552

AW0552 EF, 1 spa. = 1'-0"

eq.

spa.

bet

wee

n

AF0657 to

p

AW0654

AW0553 with

1'-0"

1'-10",

lap#4 min.

typ.

= 3'-0"

6 eq. spa.

(see road plans)

HR-1, Type II

Pedestrian handrail

YJZ

see road plans

For pavement structure,

greater than the select backfill may be left in place.

In cut situations material with strength characteristics2.

the Department.

Type 1, minimum CBR 30, at no additional cost to

21A or 21B may be substituted for Select Material

305 of the VDOT Road and Bridge Specifications.

be compacted in accordance with Sections 303 and

Select Material Type I, minimum CBR 30, and shall

Material in the abutment select backfill zone shall be1.

Notes:

11"

in road quantities

Aggregate 21B included

footing

Abutment B

1'-0"

8"1'-0"

min.

full height

Class A3 concrete,

Repair with

o/

joint filler

•" preformed

DETAILScale: ƒ" = 1'-0" 6 7

L

wingwall

End of

full height

#4 bar,

AW0565

AF0555

AF0656

with AW0551 NF

with AW0654 FF

existing CMU retaining wall

Vertical saw cut through

wallretaining

Existing CMU

block between abutment and CMU wall.

Underdrain over approach slab shall pass through transition

be included in the bid item for Concrete Class A3.

Cost of modifications to existing CMU retaining wall to

Quantity of pedestrian handrail is included in road plans.

FF denotes far face



eq. denotes equal

For Abutment B reinforcing steel schedule, see sheet 19.

For Abutment B plan and elevation, see sheet 6.


7.

6.

5.

4.

3.

2.

1.

Notes:

Concrete Class A3

Core 1" hole. Fill with

CMU units, 16" max.

#4 bar centered at alternating

if hollow

Concrete Class A3

Fill CMU void with

See Note 7

joint filler

1" preformed

North side opposite hand

South side shown

joint filler

1" preformed

See Detail6 7

D

foundation

actual dimensions and

verifyContractor to field

Existing CMU retaining wall.

slab placement

prior to approach

to be removed

Temporary shoring

mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

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STATEROUTE

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NO.

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STATE

b29685008.d

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STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

0158-097-800, B644158

296-85

SRC

NES

8

8 of 25

AW0501

AW0604

1'-0"

11'-

0"

3'-

0"

AW0412

AW0503

AF0606

3'-0"

AF0505

Scale: …" = 1'-0"

min.

1'-

8"

lap

min. la

p2'-

9"

AW0502

AW0604

1'-0"

11'-

0"

3'-

0"

AW0412

AW0503

AF0606

3'-0"

AF0505

Scale: …" = 1'-0"

min.

1'-

8"

lap

min. la

p2'-

9"

AW0551

AW0654

1'-0"

11'-

0"

3'-

0"

AW0464

AW0553

AF0656

3'-0"

AF0555

Scale: …" = 1'-0"

min.

1'-

8"

lap

min. la

p2'-

9"

AW0552

AW0654

wall drain

Geocomposite

1'-0"

11'-

0"

3'-

0"

AW0464

AW0553

AF0656

3'-0"

AF0555

Scale: …" = 1'-0"

min.

1'-

8"

lap

min. la

p2'-

9"

1'-

8"

1'-

3"

1'-

3"

1'-

8"

1'-

3"

1'-

8"

1'-

3"

1'-

8"

SECTION5 8

E SECTION5 8

F SECTION7 8

G SECTION7 8

H

wall drain

Geocomposite

wall drain

Geocomposite

wall drain

Geocomposite

AW0405

em

be

d

min.

em

be

d

min.

AW0507

HR-1, Type 11

Pedestrian handrail

AW0509

AW0408

AW0507

em

be

d

min.

em

be

d

min.

1'-6"

1'-6" 1'-6"

1'-6"

em

be

d

min.

em

be

d

min.

AW0560

AW0556

HR-1, Type 11

Pedestrian handrail

AW0458

em

be

d

min.

em

be

d

min.

AW0559

AW0557

WINGWALL SECTIONS

AW0506

17'-

6"

17'-

6"

AW0455

17'-

0"

17'-

0"

YJZ

3.

2.

1.

Notes:

for clarity.

Reinforcing steel in footings not shown

in the road plan summary sheet.

Quantity of pedestrian handrail is included


cl. denotes clear

eq. denotes equal

FF denotes far face



Scale: …" = 1'-0" 2016, Commonwealth of VirginiaApr. 2016

mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

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STATEROUTE

FEDERAL AID


STATE SHEET

NO.

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STATE

b29685009.d

gn

Scale: •" = 1'-0"

TRANSVERSE SECTIONTRANSVERSE SECTIONTRANSVERSE SECTION

0158-097-800, B644158

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

2016, Commonwealth of VirginiaApr. 2016

9

296-85

SRC

NES

10"

Sidewalk

6'-2"

Rte. 158 Constr. BL

Slope = 2%Slope = 2%

BR27D-10 railing

5'-0"5'-0"

BR27D-8 railing

4'-

6"

3'-

6"

Face-to-face of railing

42'-4"

11 units @ 4'-0" = 44'-0"

Concrete deck

Shoulder

2'-0"

Shoulder

2'-2"1'-

9"

1" min.

6"

elastomeric pad

DETAIL B

/

2ƒ

"2ƒ

"•

"•

"

„ x 5 x 5 preformed

PL 1 x 5 x 5

Approved chuck

for •" o strand

tendons are tensioned

grout after transverse

be filled with non-shrink

Recess of exterior slab shall

tendon

L transverse

ELEVATION

tendon, typ.

Transverse

BR27D steel railing

Prestressed slab

Edge of slabs

span

End of

typ.

2'-6"

C

PLAN

Not to scale, unless otherwise noted

(Nine (9) required)

C

12" 12"10"

10"1'-2" 1'-2"

4'-0"

10•

"10•

"

4'-0" x 21"

SLAB DETAILS

INTERIOR PRESTRESSED CONCRETE

10"

3 spa. @ 13'-8"

46'-0"

Rte 158

Constr. BL

Sta. 102+30.05

18'-

2"

tendon

transverse

L 3" hole for

Sta. 101+84.05

24'-

2"

typ.

3'-0" 5" typ.

Exterior slab

4'-0" x 21"

Interior slabs

9 - 4'-0" x 21" = 36'-0"

Exterior slab

4'-0" x 21"

grade

finished

Point of

Face of railFace of rail

7•

" min.

See Detail B o/

9 of 25

(Deck slab not shown)

Abutment A Abutment B

Deck slab

/C

4'-0" x 21"

CONCRETE SLAB

EXTERIOR PRESTRESSED

ƒ"

1•"

1"

ƒ"

DRIP DETAIL

10•

"

deck slab

Concrete

3'-

0"

& railing

Terminal wall

C bridgeL

7'-

0"

PS

S-1

B

MO

D.

08-07-2012

10"

Slope = 1%

curb

sidewalk

Face of

sheets 13 & 14

details, see

For railing

SUPERSTRUCTURE

10"

10"

curb

sidewalk

Face of

18'-

0"

span

End of

A9 11

Detail

RG0402

RG0401 or

tendon

for transverse

L 3" o precast hole

North slab shown, South slab similar with sidewalk.

(Two (2) required)

For dimensions, see interior slab details.

o/

Face of rail

Face of rail

Lane

11'-0"

Lane

11'-0"

slabs, typ.

Prestressed concretetransverse tendon

3" precast hole for

3'-0"

LC bridge

(North elevation shown)

16.

15.

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

YJZ

min.

1'-

1•

"

min.

7•

"

For waterproofing details, see sheet 11.

Slab Plan on sheet 12.

For details of reinforcing in deck slab and sidewalk, see Deck

otherwise noted.

All bevels for concrete on this sheet shall be ƒ" unless

permitted.

of 10%. The use of waxed-coated cardboard tubes will not be

polystyrene having a maximum water absorption (by volume) rate

form internal voids for voided slab sections shall be expanded

Section 405.05(a) of the Specifications. The material used to

All formwork shall conform to the requirements contained in

side of transverse tendon centerlines.

Voids shall terminate 3'-0" from end of span and 5" on either

405.05 of the Specifications.

Concrete voided slabs shall have drains as required by Section

erection shall be repaired after erection.

epoxy resin system. All areas damaged during shipment and

waterproofed at precast fabrication plant with a two coat

Exterior side of exterior slabs, including drip bead, shall be

requirements of Section 416.03(b)(3) of the Specifications.

waterproofing system shall be prepared in accordnce with the

days and is free of all moisture. Surfaces to receive the

be applied until the high strength grout has cured for seven

Waterproofing system for the longitudinal shear key shall not

4000 psi.

completed and the grout has reached a minimum strength of

railings shall not be done until all grouting of keys are

Post tensioning of transverse tendons and the casting of

transverse tendons or from bottoms of shear keys.

taken to prevent leakage of grout into precast holes for

operation without interruption for each span. Care shall be

All grouting of shear keys shall be done in one continuous

Composite (ECC), per the Special Provisions.

Grout used for shear keys shall be Engineered Cementitious

clean water prior to the grouting of shear keys.

loose aggregate by means of sandblasting and pre-wetted with

All keyway surfaces shall be cleaned of all dirt, laitance and

lbs. 1"x5"x5" steel plates shall be galvanized.

Grade 270 strand (Polystrand CP or equal) tensioned to 31,600

Transverse tendons shall be •" dia. coated, low-relaxation

amplitude of ‚".

free of laitance, with surface intentionally roughened to an

Top surfaces of all slabs shall be a clean concrete surface,

steel, Class II.

All reinforcing bars shall be Corrosion Resistant Reinforcing

the unit price for Low Shrinkage Class A4 Modified Concrete.

psi. Payment for the concrete deck/overlay shall be made at

Modified having a minimum 28 day compressive strength of 4000

Concrete for the deck/overlay shall be Low Cracking Class A4

Notes:

mharris

TMH VA PE Seal

Mark No.

#5

REINFORCING STEEL SCHEDULE

SizeSlab Size Length Location

#3

/

PART PLAN OF MEMBER

Midspan

CAMBER DIAGRAM

Strand Type

Relaxation Strands

Slab

Size

No. of Strands

Row

1 2 3 4 5 6 7

Row Row Row Row Row Row Y1 Y2 Y3 Y4 Y5 Y6 Y7

Total number

of strands

per slab

Prestressing

force per

strand-lbs.in. in. in. in. in. in. in.

/

SECTION E-E SECTION E-E

/

Net camber

N

in. SUPERSTRUCTURE

PRESTRESSING STEEL DATA TABLE

2•" cl. typ.

2‚"

1'-4" min. lap

SL0501 Symm. about L slab

Y7

Y6

Y5

Y4

Y3

Y2

Y1

Row 4

Row 3Row 2

Row 1

Min. spacing 2"

Pin o

Not to scale

1…" cl.

C

C

is made = N

when stress transfer

Expected net camber

L storage supportsC

SL0501

Date




of reinforcing steel

Showing location

08-07-2012

each row see table below.

For number of strands in

L prestressing strands.

Designed: ...........

Drawn: ................



Revisions

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STATE SHEET

NO.

VA.

STATE

b29685010.d

gn

296-85 10 of 25

Date Plan No. Sheet No.

0158-097-800, B644 10158

•" o Low -

SRC

NES

PS

S-2

MO

D.

/

16

19

-

-

-

-

-

-

2

2

-

-

-

-

2

2

4

4

6

6

16

16

18

18

-

-

-

-

18

21

‹

‹

4'-0"x21" int.

4'-0"x21" ext.

30,980

30,980

3"

E

E

SL0501

4 spa.

@ 10"

4"

4"

midspan

Symm. about

L slabC

= 3'-

4"

note 8.

= 2'-0". See

8 spa. @ 3"

/

SECTION G-G(•" o strands not shown)

min. lap

1'-10"

1…" cl.

2•" cl. typ.

SL0501

SR0401

typ

8•"

2‚"

typST0304,

PLAN

3 shim

s at

14 gauge

C C

9"

SECTION C-C

typ.

„",

LAMINATED ELASTOMERIC BEARING(Abutments A and B)

6•

"

ty

p.

0.2

5",

ty

p.

0.1

4",

1"

ty

p.

0.1

4",

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

SL0501

SR0302

SR0303

SR0401

SR0401

SR0302

SR0303

ST0304

12"6" 6"

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

4'-0"x21"

Side stirrups

Top longitudinal

Side stirrups

Interior stirrups

SR0401

SR0302

SR0303

ST0304

SL0501

#3

#3

2‚"

2‚"

2"#4

Apr. 2016

SR0302

ST0304, typ.

G

G

ST0304, typ.

SR0401,

6"

SR0302, ST0304

6" max. spa. typ.

6" max. spa. solid slabs, typ.

SR0303 hooked to SL0501

SR0401, SR0302 and SR0303

2‚"

YJZ

Total Factored Load = 75 kips, Total Service Load = 49 kips

Elastomeric Bearings shall be molded as a single unit.

Shim - ASTM A36 or A1011 mild steel

Material: Elastomeric - 50 Durometer hardness

Notes:

/

SECTION E-E

min. lap

1'-5"

1…" cl.

2•" cl. typ.

SL0501

SR0302

typ

8•"

2‚"

typST0304,

SR0303

(•" o strands not shown)

Solid Slabs

o/

o/

o/

o/

6"

3"

3ƒ

"5•

"

Face of abutment

exterior slab

Bottom side of

Prestressed slab

1•"7"1•"

3" 4" 3"

See Angle Detail

4 total req'd. for bridge,

L8" x 6" x •" x 10"

threaded rod

stainless steel

ƒ" Hilti adhesive

L ‡" drilled holes,

field drilled

C

ELEVATIONSECTION

ANCHOR DETAIL

CL ƒ" galvanized

A325 hex bolts

CL ƒ" threaded

inserts

Row 5Row 6

Row 7 C1•"

8"

10" 6"

5•

"

7" •"1•"L

Ž"

x 1•

" slots

ELEVATION SECTION

C3"

TOP

ANGLE DETAIL each exterior slab.

Locate angle at centerline of

Note:

3" 4" 3"

L

Ž"

x 3‚

" slots

4•

"

/

9.

8.

7.

6.

5.

4.

3.

2.

1.

Notes:

45'-6"

55

396

1804

328

2200

45'-6"

7'-0"

6'-7"

2'-5"

3'-0" Top stirrups

1'-

6‚

"

1'-

6‚

"

1'-

6‚

"

2'-9•"

2'-7"

6"

7•

"

CL exterior slab

(Interior slab shown, exterior slab similar)

Showing location of •" o strands

end of slab

1'-9" from

4" min.

slabs. See sheets 13, 14, 16 and 17 for reinforcing details.

Concrete railing and terminal wall bars shall be cast with exterior

the Engineer to clear 3" o hole for transverse tendon.

SR03, SR04 and ST03 series may be slighty shifted as directed by

be included in other bid items.

full bearing of the slab on all the pads. Cost of adjustment shall

make such adjustment as directed by the Engineer to insure the

elevations may be needed. It is the Contractor's responsibility to

Due to construction tolerances, adjustment to the bridge seat

strength of ƒ" o threaded bolt.

Threaded inserts when embedded as shown shall develop full

Engineer for approval.

The Contractor shall submit prestressing strand pattern to the

shall be included in the price bid for Prestressed Beams.

galvanized. Cost of all angles, hardware, anchorages and inserts

All steel in Anchor Details shall be ASTM A709 Grade 36 and shall be

their shape as shown on the plans by an approved epoxy mortar.

Slab corners damaged during construction shall be restored to

Class II.

All reinforcing bars shall be Corrosion Resistant Reinforcing Steel,

the stirrup may be made from one single bar.

In lieu of splicing several reinforcing bars to form each stirrup,

mharris

TMH VA PE Seal

2016, Commonwealth of VirginiacNot to scale

FOR CONCRETE OVERLAY

WATERPROOFING DETAILS

BEARING AND


Drawn: ................

Checked: ............





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685011.d

gn

End of slab

End of slab

PART PLAN AT ABUTMENT A PART PLAN AT ABUTMENT B

3" ty

p.

3" ty

p.

END BEARING DETAILS

WATERPROOFING MEMBRANE DETAIL

ABUTMENT B

6"

ABUTMENT A

4" typ.4" ty

p.

6"

Elastomeric bearing pad typ.

ty

p.

Bridge seat

6"

Edge of prestressed slab

6"

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

END OF SLAB VIEW AT ABUTMENTSEdge of prestressed slab

SRC

TPAApr. 2016 296-85 11 of 25

haunch

Top of wing

slab

prestessed

Top of

and Kevlar strips:

Procedure for sealing shear keys utilizing Epoxy EP-5 (modified)

Notes for End of Slab Waterproofing Membrane:

between slabs. Typ. each end.

8" wide Kevlar strips at vertical joint

exterior slabs and wing haunch.

membrane at vertical joint between

12" wide strip of waterproofing

deck slab

concrete

Top of

typ.

bearing pad,

Elastomeric

YJZ

7.

6.

5.

4.

3.

2.

1.

0158-097-800, B644158 11

rubber joint material

2" wide x 1•" expanded

backwall

Face of

backwall

Face of

backwall

Back of

backwall

Back of

joint. Typ. at each abutment.

membrane entire length of horizontal


4" 4"

†"

L of longitudinal shear keyC

…"

Composite (ECC)

Cementitious

Fill with Engineered

…"

ƒ"

ƒ"

‚"

C/

for transverse tendonL 3" o precast hole

Back of backwall

typ.

9"

typ.

6•"

backwall

Face of

backwall

Face of

Back of backwall

4" min. lap on top of slab)

between slabs (provide for a

8" Kevlar strip at vertical joint

Epoxy Type EP-5 (modified) and

4"

3"

joint, and centered on the joint

membrane entire length of horizontal


haunch, and centered on the joint

between exterior slabs and wing

membrane at the vertical joint


Bottom of shear key

SHEAR KEY DETAIL9 11

A

product being on the Special Product Evaluation List.

Acceptance of the Fortec 5680-BD Kevlar will be based on the

shall be covered with sand while the epoxy is still wet.

Any epoxy spilled outside the limits of the shear key treatment

shall be included in the cost of the prestressed slabs.

The cost of Epoxy Type EP-5 (modified), sand and Kevlar strips

loose sand after the epoxy has cured.

Apply second coat of epoxy and sand over shear keys. Remove

cure and then remove loose sand.

a short nap paint roller. Apply sand and allow epoxy and sand to

engage the sand. Remove any air pockets under the Kevlar using

wet the Kevlar strips and provide sufficient free epoxy to

slab ends. Apply additional epoxy over the Kevlar to thoroughly

epoxy. Allow enough Kevlar to provide for a 4" min. lap down the

grouted shear keys and set the Kevlar strips into the wet

Apply the first coat of epoxy to the slab surface over the

nap paint roller.

strip. Remove any air pockets under the Kevlar using a short

additional epoxy over the Kevlar to thoroughly wet the Kevlar

Kevlar to provide for a 4" min. lap on top of slabs. Apply

then set the Kevlar strip into the wet epoxy. Allow enough

Apply a coat of epoxy to the slab ends at the shear keys and

Concrete Overlay.

and sand shall be in accordance with Special Provision for Epoxy

Surface preparation, application guidelines, Epoxy EP-5 (modified)

(allow to lap 4" over each end of slab)

8" Kevlar strip over shear keys

Epoxy Type EP-5 (modified) and

prestressed slabs.

The cost of the membrane shall be included in the cost of the

Specifications and shall be System A, B or C.

accordance with Section 416 of the current Road and Bridge

The membrane shall consist of a prefabricated membrane in

VIEW AT ABUTMENTS.

haunch and at the horizontal joints as shown in END OF SLAB

abutments at the vertical joint between exterior slabs and wing

The membrane shall be applied to the ends of slabs at

bearing pad

elastomeric

Laminated

joint material

expanded rubber

2" wide x 1•"

joint material

expanded rubber

2" wide x 1•"

bearing pad

elastomeric

Laminated

Type EP-5 (modified).

in wet coat of Epoxy

8" Kevlar strip embedded

cost of the prestressed slabs.

applied at the plant and included in the

This portion of waterproofing shall be

per Sec. 405.05(g), (e) of the Specifications.

Waterproofing, typ. (Type EP-3B and EP-3T)

mharris

TMH VA PE Seal

Face of rail

1%

Type EP4 or

EP5 epoxy

6"

DETAIL C

See Detail C

6 eq. spa.

3" typ.

Point Elevation

1

2

3

ELEVATIONS

4

5


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685012.d

gn

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

296-85

0158-097-800, B644

158 12

12 of 25

YJZ

NES

slabs

Prestressed concrete

SECTION A-A

Scale: none

(Prestressed slab reinforcing steel not shown for clarity)

2•" cl.

deck slab

7•" min. concreteSL0401, typ

51 2 3 4

6 7 8 9 10

16 17 18 19 20

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

L

Point

6

7

8

9

10

Elevation Point

11

12

13

14

15

Elevation

Face of rail

Abutment A

End of slab

Abutment B

End of slab

DECK SLAB PLAN

B

B

SECTION B-B

A

A

PLAN AND ELEVATIONS

DECK SLAB

11 12 13 14 15

Face of curb

Point

16

17

18

19

20

Elevation

1‚" cl.

SC0401, typ.

Sta. 102+30.05Sta. 101+84.05

Not to scale

lap, typ.

1'-4" min.

46'-0"

3"

3"

19'-

0"

25'-

0"

3" 3"

SW0301

SW0301, typ.

max. spa., typ.

SW0302 at 12"

1986.64

1986.60

1986.56

1986.52

1986.47

1987.00

1986.96

1986.92

1986.88

1986.83

1986.64

1986.60

1986.56

1986.52

1986.47

1987.20

1987.16

1987.12

1987.08

1987.03

2-S

L0401 to

p and bot. - 44 e

q.

spa.

= 43'-

6", ty

p.

lap, typ.

1'-3" min.

SW0302, typ.

Scale: none

Apr. 2016

Constr. B

Rte. 158

SRC

lap, typ.

1'-4" min.

4.

3.

2.

1.

Note:

12 foot intervals.

adjacent points located opposite baseline stations at not more than

finished roadway may be made, in any direction between any two

Straight line interpolations for intermediate elevations on top of

protruding from slab.

as directed by the engineer to clear ST0304 bar

SC04 and SL04 series bars may be shifted slightly

For reinforcing steel schedule, see sheet 18.

For transverse section, see sheet 9.

SC bars shall be placed parallel to abutment.

2-SC0401 top and bot. - 46 eq. spa. = 45'-6", typ.

6'-2"

1"

R=2"

point of finished grade denoted on Transverse Section.

are on top of sidewalk at face of rail; those shown on Baseline are at

top of finished roadway at faces of rail and curb; elevation points 16-20

NOTE: Elevation points 1-5 and 11-15 as shown in the table above are on


mharris

TMH VA PE Seal

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

8" minimum

2'-0" maximum

Max. spa. Max. spa. Max. spa.

1'-6"

1'-8"

L pier

3 spa. @

6" = 1'-6"

6 spa. @ 6"

= 3'-0" @ posts

2" 2"

1'-6"

ABUTMENTS

PIERSwith joint in slab

ELEVATION

2" typ.

= 6"

Max. spa.

C

C

1'-6"

L rail splice

1'-6"

2" typ.

RL04 series

= 8" = 8" = 8"in pedestal

L grooveCMax. spa.

= 6"

2'-0" minimum

3'-3" maximum

2'-0" minimum

3'-3" maximum

weld all around typ.

with „" seal

‚" closure plate

3"

Face of rail

1'-

6"

3'-

6"

10"

7"

„2'-

0"

12"

„" elastomeric pad

4" typ.

2" ty

p.

Limit f

or railin

g pay

me

nt

PL 3ƒ x 3ƒ x ‚

PL 8• x 9• x ƒ

Top of deck slab

1'-

6"

RL04 series

1•" cl.

Face of rail

slab bars

Longitudinal

Max. spa.

Continuous - without joint in slab

PIERS

C

1'-6" 1'-6"

RL04 series

= 8" typ.Max. spa. = 6"

3'-3" maximum 3'-3" maximum

L pier

in pedestal

L grooveC8" minimum

2'-0" maximum

Terminal wall

1"

C

PART ELEVATION

on Superstructure

Terminal Wall

deck slab

Top of

RL04 series

deck slab

Top of

deck slab

Top of


with „" seal

‚" closure plate

steel tubing

HSS 4 x 3 x ‚

steel tubing

HSS 4 x 4 x ‰

B

A

C C

AB

C C C C

SECTION A-A

Limit of payment for railing on superstructure

steel railing

L groove and end of

Scale: 1" = 1'-0"

42"-BR27D STEEL RAILING

ABUTMENT

10"

10"

10"

10"

abutment wingwall

Terminal wall on

Terminal Wall on Wingwall

Full scale

Groove detail for

•"

ƒ"ƒ

"

both sides of rail

SECTION C-C

1•" cl.

SECTION B-B

BASE PLATE DETAIL

8•

"

4‚

"4‚

"

ƒ"

/R = •" typ.

PL 8• x 9• x ƒ

4…

"2ˆ

"2ˆ

"

1•" 1•"3‚" 3‚"

9•"

1" o hole/

Face of rail CL post

‚

slotted hole typ.

‡" o x 1„"

/

washers typ.

hex nuts and flat

A449 bolts with

†" o x 13" H.S.

Not to scalecontained inside rebar cage

Bolts through base plate shall be

Scale: 1" = 1'-0"

03-10-2015


Mark No.Size Length Location

RL04

Pin o/

#4

RG0401

Parapet

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

#4 Parapet3"RG0401

4•

"

1•" cl.

bars not shown.

Transverse slab

Note:

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

Min. lap

1'-10" typ.

typ.

2'-0"

4"


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685013.d

gn

BR27

D-8

MO

D.

YJZ

TPA

296-85 13 of 25Apr. 2016

158 0158-097-800, B644 13

*

<>

<> = Barrier delineator

RG0401

2'-0" mininum 2'-0" mininum

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

RG0401

4'-0"

concrete slab

Prestressed

*

*

***

*

**

******

Face of backwall and/or end of terminal wall

SRC

**

2 - RG0401 at each space

3'-

5•

"

in "Part Elevation" on this sheet. For limit of payment, see sheet 16.

For this project, terminal wall will be on the superstructure as detailed

without joint in slab" shall be used.

For the Rail Expansion Joint Details, the pier detail titled "Continuous

For additional notes, see sheet 15.

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 16.

For details and reinforcing steel schedule of terminal 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 a 7•" 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:


mharris

TMH VA PE Seal

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

8" minimum

2'-0" maximum

Max. spa. Max. spa. Max. spa.

1'-8"

L pier

3 spa. @

6" = 1'-6"

6 spa. @ 6"

= 3'-0" @ posts

2" 2"

1'-6"

ABUTMENTSPIERS

with joint in slab

ELEVATION

2" typ.

= 6"

Max. spa.

C

C

1'-6"

L rail splice

1'-6"

2" typ.

RL04 series= 8" = 8" = 8"in pedestal

L grooveC Max. spa.

= 6"

2'-0" minimum

3'-3" maximum

2'-0" minimum

3'-3" maximum


with „" seal

‚" closure plate

8" minimum

2'-0" maximum

Terminal wall

1"

C

PART ELEVATION

on Superstructure

Terminal Wall

RL04 series

Max. spa.

Continuous - without joint in slab

PIERS

L pierC

1'-6" 1'-6"

RL04 series

= 8" typ.

2'-0" minimum

3'-3" maximum

2'-0" minimum

3'-3" maximum

Max. spa. = 6"

in pedestal

L grooveC


with „" seal

‚" closure plate

1'-6"

1'-

6"

4'-

6"

3'-

0"

12"

2" ty

p.

12"

4" typ.

3"

Face of rail

10"

7"

„

Limit f

or railin

g pay

me

nt

PL 3ƒ x 3ƒ x ‚

PL 8• x 9• x ƒ

Top of sidewalk

1'-

6"

1•" cl.

Face of rail

Scale: 1" = 1'-0"

(With sidewalk)

slab bars

Longitudinal

steel tubing

HSS 4 x 3 x ‚

steel tubing

HSS 4 x 4 x ‰

A

AB

B

C C

C C

C C

SECTION A-A


steel railing

L groove and end of

54"-BR27D STEEL RAILING

ABUTMENT


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685014.d

gn

10"

10"

abutment wingwall

Terminal wall on

Terminal Wall on Wingwall

10"

Face of backwall and/or end of terminal wall

Full scale

Groove detail for

•"

ƒ"ƒ

"

both sides of rail

SECTION C-C

„" elastomeric pad

SECTION B-B

10"

RL04 series

1•" cl.

BASE PLATE DETAIL

8•

"

4‚

"4‚

"

ƒ"

/

R = •" typ.

PL 8• x 9• x ƒ

4…

"2ˆ

"2ˆ

"

1•" 1•"3‚" 3‚"

9•"

1" o hole/

Face of rail CL post

‚

slotted hole typ.

‡" o x 1„"

/

washers typ.

hex nuts and flat

A449 bolts with

†" o x 13" H.S.

contained inside rebar cage

Bolts through base plate shall be

Scale: 1" = 1'-0"

Not to scale

03-10-2015


Mark No.Size Length Location

RL04

Pin o/

#4 Parapet


#4 Parapet3"

1•" cl.

bars not shown.

and transverse slab

Sidewalk reinforcement

Note:

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

Min. lap

1'-10" typ.

typ.

2'-0"

4"

YJZ

TPA

296-85 14 of 25Apr. 2016

BR27

D-10

MO

D.

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

4•

"

4'-

0"

RG0402

RG0402 4'-6"

RG0402

<> = Barrier delineator

<>

sidewalk

Top of

sidewalk

Top of

sidewalk

Top of

concrete slab

Prestressed

RG0402

158 0158-097-800, B644 14

SRC

*****

*

**

**

*

*

*

**

**

2 - RG0402

at each space

in "Part Elevation" on this sheet. For limit of payment, see sheet 17.

For this project, terminal wall will be on the superstructure as detailed

without joint in slab" shall be used.

For the Rail Expansion Joint Details, the pier detail titled "Continuous

For additional notes, see sheet 15.

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 17.

For details and reinforcing steel schedule of terminal 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 a 7•" slab depth. The Contractor

The reinforcing steel shown has been detailed based on a standard



for installation.


vertical planes.


Notes:


mharris

TMH VA PE Seal

‰

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

Not to scale

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

fabrication.

Tack weld during

to Section A-A.

Details not shown similar

AND NOTES

BR27D RAIL CONNECTIONS

with flat washer

•" o x 1ƒ" cap screwpipe spacer

•" o x •" long

with flat washer and

•" o x 1ƒ" cap screw

C

C

03-10-2015


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685015.d

gn

BR27

D-11

MO

D.

Apr. 2016 296-85 15 of 25

158 0158-097-800, B644 15

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOLYJZ

TPA

SRC

indicated in the reinforcing steel schedule.

included are 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,

No thru-bolt connections will be approved.

the Structure and Bridge Division Engineering Services Program Area.

ion to outer tube may be submitted, but only used if approved by

Alternate details for inner sleeve rail fabrication and bolted connect-

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

instances, shall face oncoming traffic.

the Specifications. Reflective surface of barrier delineator, in all

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

at each end of rail.

approximately half-way between posts. Drain holes shall be provided

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

point that will allow railing movement.

to 1". Bolts in slot on the expansion side shall be tightened only to a

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):


mharris

TMH VA PE Seal


Drawn: ................

c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685016.d

gn

/


Mark Size No. LengthPin o Location

#4 Terminal wall

Terminal wall

RV0501

RL0402 6'-11"

RV0501

RV0502 Terminal wall

#5 3ƒ"

#5

End of slab

Construction joint

typ.

(Steel railing)

RL04 series

Top of slab

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

Full scale

Groove detail for

•"

ƒ"ƒ

"

both sides of rail

SECTION C-C

C C

7" 4 spa. @ 6" = 2'-0"3 spa. @

4" = 12"3"4"

2"

Construction joint

TERMINAL WALL

RV0501

Limit f

or railin

g pay

me

nt

RL0402

42" BR27C/BR27D TERMINAL WALL

10"Face of rail

Bend in field

needed at end

of bars as

Adjust length

joint

Construction

backwall

Back of

1'-6"

8"


7'-3" Terminal wall End of steel railing and L grooveC

bars not shown

Transverse slab

7 spa. @ 5" = 2'-11"

03-10-2015 Dimensions in bending diagram are out-to-out of bars.

7"

2'-0"

4'-4"

BR27

T-4

MO

D.

YJZ

TPA

296-85 16 of 25Apr. 2016STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

concrete slab

Prestressed

concrete slab

Prestressed

2'-

4‚

"

min.

158 0158-097-800, B644 16

Checked: ............SRC

RV0501 and 2-RV05022-RV0502

RV0501,

2-RL0402

RV0502

Top of slab

slab bars

Longitudinal

SECTION A-A

A

A

3'-

3"

6'-10"

2'-

2"

min. la

p, ty

p.

2" cl.

1•" cl.

ABUTMENT

Dimension varies with deck slab thickness.

reinforcing steel indicated in Reinforcing Steel Schedule.

Bid item for terminal wall shall include concrete noted in plans and

Each terminal wall shall be cast as one piece.

see sheet 13.

For details and reinforcing steel schedule of steel railing,

Class II.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel,



for installation.


vertical planes.


Notes:


mharris

TMH VA PE Seal


Drawn: ................

Checked: ............c





Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685017.d

gn

Construction joint

typ.

(Steel railing)

RL04 series

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

TERMINAL WALL

Full scale

•"

ƒ"ƒ

"

SECTION C-C

C C

/


Mark Size No. LengthPin o Location

#4 Terminal wall

Terminal wall

RL0402 6'-11"

Terminal wall

#5 3ƒ"

#5

7" 4 spa. @ 6" = 2'-0"3 spa. @

4" = 12"3"4"

2"

54" BR27C/BR27D TERMINAL WALL

needed at end

of bars as

Adjust length

1'-6"

End of steel railing and L groove


7'-3" Terminal wall C

8"

End of slab

backwall

Back of

Bend in field

7 spa. @ 5" = 2'-11"

03-10-2015


7"

2'-0"

5'-1"

YJZ

TPA

296-85 17 of 25Apr. 2016

Limit f

or railin

g pay

me

nt

RL0402

10"Face of rail

joint

Construction

concrete slab

PrestressedConstruction joint

158 0158-097-800, B644 17

BR27

T-8

MO

D.

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

2'-

2ƒ

"

min.

concrete slab

Prestressed

sidewalk

Top of

SRC

RV0503

RV0503

RV0504

RV0503

RV0503 and 2-RV0504

2-RL0402

2-RV0504

RV0503,

Top of sidewalk

slab bars

Longitudinal

RV0504

ABUTMENT

A

A

Top of deck slab

SECTION A-A

deck slab

Top of

Groove detail for both sides of rail

4'-

3"

8'-10"

2'-

2"

min. la

p, ty

p.

2" cl.

1•" cl.

Transverse slab and sidewalk bars not shown

Dimension varies with deck slab thickness.

reinforcing steel indicated in Reinforcing Steel Schedule.

Bid item for terminal wall shall include concrete noted in plans and

Each terminal wall shall be cast as one piece.

see sheet 14.

For details and reinforcing steel schedule of steel railing,

Class II.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel,



for installation.


vertical planes.


Notes:


mharris

TMH VA PE Seal


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

REINFORCING STEEL SCHEDULE DIMENSION TABLE

MARK NO.

SIZE

BAR LOCATION TYPE N

(LBS.)

WEIGHT

BENDING DIAGRAM

DIMENSION VARIATION TABLE

MARK

LEN.

EA.

NO.

SIO

N

DIM

EN-

SIO

N

DIM

EN-

FT-IN

PIN DIA.

FT-IN FT-IN

LENGTH

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

FT-IN

FROM

FT-IN

TO

FT-IN

VARY BY

FT-IN

FROM

FT-IN

TO

FT-IN

VARY BY

b29685018.d

gn

3

in the deck superstructure at no extra cost to the Department.

Straight bars (top and bottom) may be substituted for truss bars (SB series)

alternate bars shall be located in different bays.

Splices shall be located approximately at points of contraflexure and splices in

bars are required, bars shall have the least number of Class B splices possible.

If fabrication of deck slab bar is not possible for length detailed and multiple

Weights in schedule are based on density of 490 lb/ft.

Dimensions in Bending Diagram are out-to-out of bars.

NOTES:

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOLSRC

TPA

296-85 18 of 25


18158 0158-097-800, B644

Apr. 2016

23-07 23-07 2836SL0401 180 4 1SLAB

22-07 22-07 2836SC0401 188 4 1SLAB

23-06 23-06 124SW0301 14 3 1SIDEWALK

6-03 6-03 110SW0302 47 3 1SIDEWALK

TOTAL WEIGHT IN PRECEDING GROUP OF BARS 5906

ABUTMENT A FOOTING

29-03 29-03 625AF0801 8 8 1FOOTING

28-01 28-01 1856AF0602 44 6 1FOOTING

11-06 11-06 933AF0603 54 6 1FOOTING

11-06 11-06 2492AF0704 106 7 1FOOTING

3-01 3-01 238AF0505 74 5 1FOOTING

4-07 4-07 902AF0606 131 6 1FOOTING

6-05 6-05 231AF0607 24 6 1FOOTING


ABUTMENT A NEAT (CRR CLASS I)

26-06 26-06 239AH0601 6 6 1STEM

26-02 26-02 1583AH0502 58 5 1STEM

1-01 1/2 2-07 1/2 4 1/2 7-10 42AH0403 8 4 2 51STEM

1-01 3-05 1-10 6-02 358AV0401 87 4 2 7STEM

1-08 2-11 5 5-01 456AV0502 87 5 3 3/4 30STEM

13-07 13-07 623AV0503 44 5 1STEM

11-01 11-01 1615AV0604 97 6 1STEM

9-02 9-02 138AV0605 10 6 1STEM

16-08 16-08 104AV0506 6 5 1STEM

17-02 17-02 107AV0507 6 5 1STEM

16-08 16-08 261AW0501 15 5 1WINGWALL

17-02 17-02 233AW0502 13 5 1WINGWALL

7-08 7-08 272AW0503 34 5 1WINGWALL

12-05 12-05 634AW0604 34 6 1WINGWALL

12-03 8 12-10 154AW0405 18 4 3 6WINGWALL

12-05 10 13-02 82AW0506 6 5 3 3/4 6WINGWALL

9-11 10 10-08 266AW0507 24 5 3 3/4 6WINGWALL

11-02 8 11-09 141AW0408 18 4 3 6WINGWALL

11-04 10 12-01 75AW0509 6 5 3 3/4 6WINGWALL

4-02 4-02 43AW0510 10 5 1WINGWALL

3-02 3-02 40AW0511 12 5 1WINGWALL

7 1/2 1-00 1-00 2-06 38AW0412 23 4 2 7WINGWALL


Type 1

A

Type 6

C

B

Type 7

B

C

D

Type 30

H C

B

Type 51

B

H C

YJZ

SUPERSTRUCTURE (CRR CLASS II)

mharris

TMH VA PE Seal


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

REINFORCING STEEL SCHEDULE DIMENSION TABLE

MARK NO.

SIZE

BAR LOCATION TYPE N

(LBS.)

WEIGHT

BENDING DIAGRAM

DIMENSION VARIATION TABLE

MARK

LEN.

EA.

NO.

SIO

N

DIM

EN-

SIO

N

DIM

EN-

FT-IN

PIN DIA.

FT-IN FT-IN

LENGTH

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

FT-IN

FROM

FT-IN

TO

FT-IN

VARY BY

FT-IN

FROM

FT-IN

TO

FT-IN

VARY BY

b29685019.d

gn

3

in the deck superstructure at no extra cost to the Department.

Straight bars (top and bottom) may be substituted for truss bars (SB series)

alternate bars shall be located in different bays.

Splices shall be located approximately at points of contraflexure and splices in

bars are required, bars shall have the least number of Class B splices possible.

If fabrication of deck slab bar is not possible for length detailed and multiple

Weights in schedule are based on density of 490 lb/ft.

Dimensions in Bending Diagram are out-to-out of bars.

NOTES:

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOLSRC

TPA

296-85 19 of 25


19158 0158-097-800, B644

Apr. 2016

Type 1

A

Type 2

Q

A

P

R

Type 6

C

B

Type 7

B

C

D

Type 30

H C

B

Type 51

B

H C

ABUTMENT B - FOOTING

29-03 29-03 625AF0851 8 8 1FOOTING

28-01 28-01 1856AF0652 44 6 1FOOTING

11-06 11-06 933AF0653 54 6 1FOOTING

11-06 11-06 2492AF0754 106 7 1FOOTING

3-01 3-01 235AF0555 73 5 1FOOTING

4-07 4-07 895AF0656 130 6 1FOOTING

6-05 6-05 231AF0657 24 6 1FOOTING


26-06 26-06 239AH0651 6 6 1STEM

26-02 26-02 1583AH0552 58 5 1STEM

1-01 1/2 2-07 1/2 4 1/2 7-10 42AH0453 8 4 2 51STEM

1-01 3-05 1-10 6-02 358AV0451 87 4 2 7STEM

1-08 2-11 5 5-01 456AV0552 87 5 3 3/4 30STEM

13-09 13-09 631AV0553 44 5 1STEM

11-01 11-01 1615AV0654 97 6 1STEM

9-02 9-02 138AV0655 10 6 1STEM

16-08 16-08 104AV0556 6 5 1STEM

17-02 17-02 107AV0557 6 5 1STEM

16-08 16-08 122AW0551 7 5 1WINGWALL

17-02 17-02 233AW0552 13 5 1WINGWALL

7-08 7-08 256AW0553 32 5 1WINGWALL

12-05 12-05 597AW0654 32 6 1WINGWALL

3-08 1-03 1/4 6-00 76AW0455 19 4 3 2WINGWALL

3-11 1-04 7/840AW0556 6 5 3 3/4 2WINGWALL

9-11 10 10-08 144AW0557 13 5 3 3/4 6WINGWALL

11-02 8 11-09 149AW0458 19 4 3 6WINGWALL

11-04 10 12-01 75AW0559 6 5 3 3/4 6WINGWALL

VARY 4-03 1/8 2-09 1/4 7-08 TO 8-08 102AW0560 12 5 3 3/4 2WINGWALL

AW0560 1 A 3-07 3/8 1 1/8

3-02 3-02 40AW0561 12 5 1WINGWALL

8 3-03 3/4 3-11 49AW0462 19 4 3 6WINGWALL

10 4-09 3/4 5-07 109AW0563 19 5 3 3/4 6WINGWALL

7 1/2 1-00 1-00 2-06 31AW0464 19 4 2 7WINGWALL


Type 1

A

Type 2

Q

A

P

R

Type 6

C

B

Type 7

B

C

D

Type 30

H C

B

Type 51

B

H C

YJZ

16-06 17AW0565 1 5 1WINGWALL 16-06

1-11 1/2 2-04

2-07

5-01

ABUTMENT B - NEAT (CRR CLASS I)

2-02 6-05

2-07

mharris

TMH VA PE Seal


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685020.d

gn

ENGINEERING GEOLOGY

Note: See Material and Sample Symbols List

investigation, interpretation and judgment by the bidders.

by the Department, and are not intended as a substitute for personal

have access to subsurface data identical to that which is possessed

The boring logs are made available to bidders in order that they may

ciency of the information for bid purposes.

in any way guarantee, either expressly or by implication, the suffi-

pretive and altogether speculative. Further, the Department does not

borings shown; and any such projections by bidders are purely inter-

can be projected as indicative of conditions beyond the limits of the

Department does not in any way warrant or guarantee that such data

subsurface conditions at the sites where the borings were taken. The

mation is not reasonably accurate as an approximate indication of the

project. The Department has no reason to suspect that such infor-

for use by the Department in establishing design controls for the

was obtained with reasonable care and recorded in good faith solely

The subsurface information shown on the boring logs in these plans

District Office.

is on file in the

submittal

geotechnical

original signed

A copy of the

ABUTMENT A ABUTMENT A ABUTMENT B13BH-02 13BH-02 13BH-03

SURFACE ELEVATION: 1,986.8 ft

STATION:

COORD. DATUM: NAD 83

OFFSET:


STATION: OFFSET:

COORD. DATUM: NAD 83 COORD. DATUM: NAD 83

OFFSET:


STATION:

0.0 / 1,986.9

Asphalt ASPH

0.5 / 1,986.4

Crushed Aggregate CRA

0.8 / 1,986.1

Auger Refusal at 1.1 ft.

Boring Terminated at 1.1 ft.

50/1 1

1.1

GROUND WATER

FIELD DESCRIPTION OF STRATA

PAGE 1 OF 1

REMARKS: Rig Type: Simco 2800.

Boring offset 5.0 ft. east of surveyed location to avoid overhead cable line.

Boring backfilled using auger cuttings and hole plug with asphalt patch at surface.

Relative density and consistency terms reflect correction for hammer efficiency (N x 1.3).

Date(s) Drilled: 12/17/13 - 12/17/13

Drilling Method(s): 3.25" HSA

SPT Method: Automatic Hammer

Other Test(s):

Driller: R. Rice, Simon & Associates

Logger: L. Joyce, Schnabel Engineering

R O C K

1986

DEP

TH (ft)

NOT ENCOUNTERED DURING DRILLING

FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

1

1.25

5

3

7

5

4

2

0.0 / 1,986.8

Asphalt ASPH

0.4 / 1,986.4


1.0 / 1,985.8

Fill, Orange-brown, SILTY CLAYEY SAND WITH

GRAVEL, medium dense, moist SC-SM

SAME, loose

5.0 / 1,981.8

Fill, Gray to brown, SILTY GRAVEL, trace sand,

medium dense, moist GM

7.0 / 1,979.8

Fill, Gray to orange-brown, GRAVELLY SILT, trace

sand, stiff, moist ML

10.0 / 1,976.8

Alluvium, Gray, SILT, few sand, stiff, moist ML

14.0 / 1,972.8

Alluvium, Gray, fine to medium, SILTY SAND, loose,

wet SM

19.4 / 1,967.4

IGM, Gray, SILT WITH SAND, very hard, moist ML

24.0 / 1,962.8

IGM, Gray, ELASTIC SILT, trace fine sand, very

hard, moist MH

IGM, Gray, ELASTIC SILT, trace fine sand, very

hard, moist MH

SAME

34.0 / 1,952.8

IGM, Dark gray, SILT WITH GRAVEL, very hard,

moist ML

SAME


80

85

75

50

63

100

100

100

50

100

83

5

3

34

7

2

5

9

4

2

2

15

WOH

31

50/2

50/2

50/1

50/4

7

3

5

6

6

1

50/2

1

3

5

7

9

11

14

16

19

19.7

24

24.2

29

29.2

34

34.1

39

39.3

41.5

16.9

16.2

5.7

12.2

42.1

24 6

GROUND WATER


PAGE 1 OF 2




PK

T.

PE

NE

TR

OM

ET

ER (t

sf)

Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1985

1980

1975

1970

1965

DEP

TH (ft)

FIRST ENCOUNTERED AT 13.9 ft DEPTH

STABILIZED AT 16.6 ft AFTER 10 HOURS

FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I LE

LE

VA

TIO

N (ft)

2

4

6

8

10

12

14

16

18

20

22

24

26

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

FIN

ES

CO

NT

EN

T -#200 (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

GROUND WATER


PAGE 2 OF 2




PK

T.

PE

NE

TR

OM

ET

ER (t

sf)

Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1960

1955

1950

DEP

TH (ft)


STABILIZED AT 16.6 ft AFTER 10 HOURS

FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

28

30

32

34

36

38

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

FIN

ES

CO

NT

EN

T -#200 (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

Abut

me

nt

A

0158-097-800, B644 20158

296-85 20 of 25Apr. 2016


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685021.d

gn

ENGINEERING GEOLOGY


















District Office.

is on file in the

submittal

geotechnical

original signed

A copy of the

ABUTMENT B ABUTMENT B ABUTMENT B13BH-03A 13BH-03B 13BH-03C


OFFSET:


STATION:


OFFSET:


STATION:


OFFSET:


STATION:

0.0 / 1,986.9

Asphalt ASPH

0.5 / 1,986.4


Augers Scraping at 0.9 ft.



GROUND WATER


PAGE 1 OF 1




Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1986

DEP

TH (ft)


FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

0.0 / 1,986.9

Asphalt ASPH

0.5 / 1,986.4




GROUND WATER


PAGE 1 OF 1




Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1986

DEP

TH (ft)


FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

0.0 / 1,986.9

Asphalt ASPH

0.5 / 1,986.4




GROUND WATER


PAGE 1 OF 1




Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1986

DEP

TH (ft)


FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

0158-097-800, B644 21158

296-85 21 of 25Apr. 2016


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685022.d

gn

ENGINEERING GEOLOGY


















District Office.

is on file in the

submittal

geotechnical

original signed

A copy of the

ABUTMENT B ABUTMENT B ABUTMENT B13BH-03D 13BH-03E 13BH-03E


OFFSET:


STATION:


OFFSET:


STATION:


OFFSET:


STATION:

0.0 / 1,986.9

Asphalt ASPH

0.5 / 1,986.4




GROUND WATER


PAGE 1 OF 1




Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1986

DEP

TH (ft)


FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

0.75

0.75

0.75

0.75

3

2

2

2

WOH

1

0.0 / 1,986.9

Asphalt ASPH

0.5 / 1,986.4


0.8 / 1,986.1

Fill, Orange-brown, ELASTIC SILT WITH SAND,

firm, moist MH

2.0 / 1,984.9

Fill, Gray to black, fine to coarse, SILTY SAND,

contains coal fragments, loose, moist SM

SAME, trace gravel

SAME

7.5 / 1,979.4

Fill, Dark gray, ELASTIC SILT WITH GRAVEL, trace

fine to coarse sand, contains few root fragments,

soft, moist MH

9.0 / 1,977.9

Alluvium, Gray, SILT, few fine to medium sand,

contains root fragments and mica, very soft, moist

ML

11.0 / 1,975.9

Alluvium, Gray, fine to medium, SILTY SAND,

contains wood fragments at 15.5 ft., very loose, wet

SM

19.2 / 1,967.7

IGM, Gray, SANDY SILT, contains relic structure,

very hard, moist ML

24.0 / 1,962.9

IGM, Gray, SILTY SAND, very dense, moist SM

85

63

55

90

38

100

80

50

2

2

3

2

WOH

2

1

2

1

3

WOH

WOH

50/6

50/2

2

1

1

1

WOH

1

1

3

5

7

9

11

14

16

19

19.5

24

24.2

85.7

16.3

6.9

5.5

24.4

37.3

28.8

19.5

36 10

GROUND WATER


PAGE 1 OF 2




PK

T.

PE

NE

TR

OM

ET

ER (t

sf)

Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1985

1980

1975

1970

1965

DEP

TH (ft)


STABILIZED AT 16.8 ft AFTER 5.5 HOURS

FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

2

4

6

8

10

12

14

16

18

20

22

24

26

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

FIN

ES

CO

NT

EN

T -#200 (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

IGM, Gray, SILTY SAND, very dense, moist SM

No Recovery at 29.0 ft.

34.0 / 1,952.9

IGM, Gray, GRAVELLY SILT, trace sand, very hard,

moist ML


0

100

50/1

50/2

29

29.1

34

34.2

GROUND WATER


PAGE 2 OF 2




PK

T.

PE

NE

TR

OM

ET

ER (t

sf)

Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1960

1955

DEP

TH (ft)


STABILIZED AT 16.8 ft AFTER 5.5 HOURS

FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

28

30

32

34

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

FIN

ES

CO

NT

EN

T -#200 (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

0158-097-800, B644 22158

296-85 22 of 25

Abut

me

nt

B

Apr. 2016


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685023.d

gn

ENGINEERING GEOLOGY


















District Office.

is on file in the

submittal

geotechnical

original signed

A copy of the

ABUTMENT B13BH-03F


OFFSET:


STATION:

0.0 / 1,986.9

Auger Probe to 9.0 ft. to collect Shelby Tube.

9.0 / 1,977.9

No Recovery. Auger Probe to 11.0 ft.

11.0 / 1,975.9

Alluvium, Gray, SILTY SAND, very loose, moist

(Visual based on bottom of tube sample.) SM


0

95

9

11

13

GROUND WATER


PAGE 1 OF 1




Date(s) Drilled: 12/17/13 - 12/17/13



Other Test(s):



R O C K

1985

1980

1975

DEP

TH (ft)


FIELD DATA

JOIN

TS

ST

RA

TA

LE

GE

ND

S O I L

EL

EV

ATIO

N (ft)

2

4

6

8

10

12

SA

MP

LE

LE

GE

ND

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

RO

CK

QU

ALIT

YD

ESIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

ATIO

N

TES

T

HA

MM

ER

BL

OW

S

SOIL

RE

CO

VE

RY (%)

CO

RE

RE

CO

VE

RY (%)

PI

MOIS

TU

RE

CO

NT

EN

T (%)

PL

AS

TICIT

Y IN

DE

X

LIQ

UID

LIMIT

LL

LAB DATA

0158-097-800, B644 23158

296-85 23 of 25Apr. 2016

Date Plan No. Sheet No.






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685024.d

gn

ENGINEERING GEOLOGY

















District Office.

is on file in the

submittal

geotechnical

original signed

A copy of the

0158-097-800, B644 24158

296-85 24 of 25

Drilled: ................

Logged: ..............

Notes: See borehole logs for complete data

See Material and Sample Symbols List

For boring locations, see sheet 3.

1,945

1,950

1,955

1,960

1,965

1,970

1,975

1,980

1,985

1,990

1,945

1,950

1,955

1,960

1,965

1,970

1,975

1,980

1,985

1,990

ASPH

CRA

SC-SM

GM

ML

ML

SM

ML

MH

ML

12

6

12

11

10

3

50/2

50/2

50/2

50/1

50/4

13BH-02

ASPH

CRA

MH

SM

MH

ML

SM

ML

SM

ML

5

3

3

3

WOH

2

50/6

50/2

50/1

50/2

13BH-03E

EL

EV

ATIO

N (ft)

Apr. 2016

PLAN

APPROACH SLABS

Scale: …" = 1'-0"

Scale as noted

05-03-2013


Drawn: ................






Revisions

ROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATEROUTE

FEDERAL AID


STATE SHEET

NO.

VA.

STATE

b29685025.d

gn

158 250158-097-800, B644

YJZ

TPA

296-85 25 of 25

36'-

2"

BA

S-11

MO

D.

STRUCTURAL ENGINEER

RICHMOND, VA

MOFFATT & NICHOL

20'-0"

3'-

0"

4"

3"9" 9"

3"

Face of backwall

A

BB

A

CC

3'-

0"

4"

AS0502 to

p

AS0701 botto

m

AS0503 @ 1'-6" c-c top

AS0503 @ 9" c-c bottom

botto

m

8

@ 4"

to

p

4

@ 8"

botto

m

8

@ 4"

to

p

4

@ 8"

AS0503 top and bottom AS0503 top and bottom

Bolster as necessary

Face of backwall

SECTION A-A

SECTION B-B

1'-

3"

4"

3"

3" 7"

AS0503 AS0502

AS0701

AS0701

AS0503 AS0502

4"

1'-

3"

Hot poured joint sealer

Scale: 3" = 1'-0"

SECTION C-C

Bond breaker

Approach slab

Abutment backwall

•"

„"

•"

‚" radius typ.

7•

"

7•

"

Scale: ƒ" = 1'-0"

Scale: ƒ" = 1'-0"

3•

"

3•

"

details in plans

See select backfill

Mark

AS0701

AS0502

AS0503

No. Length

19'-8"

19'-8"

Location


Bottom longitudinal

Top longitudinal

Size Pin o/

Top and bottom transverse

Totals

ESTIMATED QUANTITIES

Abutment A

Abutment B

Road and Bridge Specifications.

plan quantities in accordance with current

Denotes items to be paid for on basis of

#7

#5

#5

LB

Slab

Bridge Approach

Reinforcing Steel

CY

Slab

Bridge Approach

Concrete Class A4

76

84

Apr. 2016

No grooving is required.

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 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:

33.4

33.4

66.8

5,440

5,440

10,880

31 spaces

@ 12"

max.

c-c to

p

62 spaces

@ 6"

max.

c-c botto

m

36'-2"

road plans

structure see

For pavement

154

SRC

1'-0"

35'-10"

Rte. 158 Constr. BL

18'-

0"

18'-

2"

mharris

TMH VA PE Seal

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