IFB159232 Attachments.pdf

ATTACHMENT _____

State Corporation Commission Form

Failure to complete and return this attachment may result in your bid being deemed NON-RESPONSIVE.

Solicitation #:

Virginia State Corporation Commission (SCC) registration information.

The bidder:

is a corporation or other business entity with the following SCC identification number:

-OR-

is not a corporation, limited liability company, limited partnership, registered limited liability partnership, or business trust -OR-is an out-of-state business entity that does not regularly and continuously maintain as part of its ordinary and customary business any employees, agents, offices, facilities, or inventories in Virginia (not counting any employees or agents in Virginia who merely solicit orders that require acceptance outside Virginia before they become contracts, and not counting any incidental presence of the bidder in Virginia that is needed in order to assemble, maintain, and repair goods in accordance with the contracts by which such goods were sold and shipped into Virginia from bidder’s out-of-state location) -OR-is an out-of-state business entity that is including with this bid an opinion of legal counsel which accurately and completely discloses the undersigned bidder’s current contacts with Virginia and describes why those contacts do not constitute the transaction of business in Virginia within the meaning of § 13.1-757 or other similar provisions in Titles

13.1 or 50 of the Code of Virginia.

**NOTE** >> Check the following box if you have not completed any of the foregoing options but currently have pending before the SCC an application for authority to transact business in the Commonwealth of Virginia and wish to be considered for a waiver to allow you to submit the SCC identification number after the due date for bids (the Commonwealth reserves the right to determine in its sole discretion whether to allow such waiver):

robert.dowdle A robert.dowdle

ATTACHMENT ___

NAME OF MANUFACTURER AND SHIPPING POINT

Solicitation #: _____________

Each bidder shall supply in the space below the name and address of the manufacturer of each item offered and the shipping point.

BID LINE(S): _________________________________________________________

ITEM NUMBER(S):

MANUFACTURER:

ADDRESS:

SHIPPING POINT:

c

WATERPROOFING MEMBRANE DETAIL

END OF SLAB VIEW AT ABUTMENTS

Bridge seat bearing pad

Elastomeric

Top of prestessed member and included in the cost of the prestressed members.

This portion of waterproofing shall be applied at the plant

Waterproofing, typ. (Type EP-3B and EP-3T) per Sec. 405.05(g).

abutment length membrane at horizontal joint entire

Overlapping 12" wide strips of waterproofing vertical joint between exterior slabs and wingwalls

12" wide strip of waterproofing membrane at the wingwall

Top of Top of asphalt overlay

Normal to joint

SECTION THRU PIER JOINTS

Typical all pier joints

½"

1"

Bottom of shear key member

Top of prestressed

Preformed asphalt joint filler

Scale: 1" = 1'-0" unless otherwise shown

L pierC

4" 4" Top of asphalt overlay shear key grouting joint simultaneously with

Grout top portion of pier

Not to scale

FOR ASPHALT OVERLAY

WATERPROOFING DETAILS

END BEARING AND

P

S T

A

M O

D

4"

Bottom of shear key

SHEAR KEY DETAIL

L of longitudinal shear keyC

Scale: 3" = 1'-0"

Overlay not shown

Asphalt overlay

Scale: ½" = 1'-0"

SECTION THRU RAILING

(ECC)

Composite

Cementitious

Engineered

Fill with

Top of epoxy coating

Epoxy Type EP-7 in wet coat of fabric embedded

8" wide joint edge of exterior members

EP-7 and shall extend to the in wet coat of Epoxy Type

8" wide joint fabric embedded slabs down to the ends of the slabs (allow to lap 4" on top of slab)

Epoxy Type EP-7 and 8" wide joint fabric at vertical joint between seats. Cost of any adjustment shall be included in other bid items.

with the pads or where the pads are not in full bearing with the by the Engineer where prestressed members are not in full bearing

The Contractor shall adjust bearing pads or bridge seats as directed similar for other widths and depths.

Details shown for 4'-0" x 18" prestressed concrete voided slab. Details

Notes:

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

April 28, 2023

On the date of

Lic. No. 033572

Junyi Meng

Sealed and Signed by:

in the cost of the prestressed members.

The cost of Epoxy Type EP-7, sand and joint fabric shall be included shall be covered with sand while the epoxy is still wet.

7. Any epoxy spills outside the limits of the shear key treatment has cured.

of deck including shear keys. Remove loose sand after the epoxy

6. Apply second coat of epoxy and sand, covering remaining surface and sand to cure and then remove loose sand.

fabric using a short nap paint roller. Apply sand and allow epoxy epoxy to engage the sand. Remove any air pockets under the joint fabric to thoroughly wet the joint fabric and provide sufficient free fabric into the wet epoxy. Apply additional epoxy over the joint

5. Apply a second coat of epoxy over pier joint and set the joint of epoxy overlay.

loose sand after epoxy has cured. This will complete the first coat surface including pier joint (areas between shear keys). Remove

4. Apply the first coat of epoxy and sand on the remaining deck sand to cure and then remove loose sand.

fabric using a short nap paint roller. Apply sand and allow epoxy and epoxy to engage the sand. Remove any air pockets under the joint fabric to thoroughly wet the joint fabric and provide sufficient free min. lap down the slab ends. Apply additional epoxy over the joint into the wet epoxy. Allow enough joint fabric to provide for a 4" shear keys and set the joint fabric (continuous over pier joints)

3. Apply the first coat of epoxy to slab surface over the grouted paint roller.

Remove any air pockets under the joint fabric using a short nap epoxy over the joint fabric to thoroughly wet the joint fabric.

fabric to provide for a 4" min. lap on top of slabs. Apply additional then set the joint fabric into the wet epoxy. Allow enough joint

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

1. Prepare deck surface.

field applied (i.e., not applied at the plant).

with Section 431 of the Specifications. All Epoxy Type EP-7 shall be application guidelines, Epoxy EP-7 and sand shall be in accordance

Surface preparation shall be in accordance with Section 416 and and joint fabric:

Procedure for sealing shear keys and pier joint utilizing Epoxy EP-7 members.

the membrane shall be included in the cost of the prestressed in accordance with Section 429 of the Specifications. The cost of

The membrane shall consist of a Type III preformed membrane system horizontal joint as shown in END OF SLAB VIEW AT ABUTMENTS.

at the vertical joint between exterior slabs and wingwalls and the

The membrane shall be applied to the end of slabs at abutments

Notes for End of Slab Membrane Waterproofing:

Joint Fabrics shall be used.

Joint fabric from the VDOT New Products Evaluation List under

Date Plan No. Sheet No.

Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

.d g n

613 006-613-6019 5

July 2024 309-94 5 of 7

ABUTMENT BABUTMENT A

stemwall

Face of stemwall

Back of

Typ. at each abutment.

proofing entire abutment length

12" wide strip of membrane water-between slabs. Typ. each side.

8" wide joint fabric at vertical joint exterior slabs and wingwalls.

proofing at vertical joint between

12" wide strip of membrane water-t y p . 4" typ.

t y p stemwall

Back of stemwall

Face of

½" Elastomeric bearing pad typ.

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

Epoxy Type EP-7 and 8" wide joint up rail post applied 3" min.

Epoxy overlay

PART PLAN AT ABUTMENT BPART PLAN AT ABUTMENT A

END BEARING DETAILS

stemwall abutment

Face of stemwall abutment

Face of stemwall abutment

Back of stemwall abutment

Back of

Edge of prestressed slab

End of slab End of slab

2'-0" typ. bearing pad

½" Elastomeric bearing pad

½" Elastomeric

SAN

SAN

KCI

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

and wingwall, typ.

precast slab unit filler between

1" preformed joint

4"

Scale: ½" = 1'-0"

SECTION THRU EXTERIOR BEAM TYPE A

applied at plant

Epoxy waterproofing

6"

A I

NI

G

RI

V

FO HTLAE

W

N

O M

M O

C

R E

E

NI

GNE LANOI

SS

E F

O R

P

STEPHEN ANDREW

NANNEY

Lic. No. 064592

Stephen A Nanney

2024.07.10 15:38:46-04'00'

¾

¾"

1"

1½"

DRIP DETAIL

of each member

Typ. each side

½

½

6"

¾

¾

1" min.

PL 1 x 5 x 5 for ½" o strand

Approved chuck elastomeric pad

⅛ x 5 x 5 preformed are tensioned transverse tendons grout after with non-shrink slab shall be filled Recess of exterior o/

L transverse tendonLC

DETAIL B

P S

T -2

A M

O D

Scale: ¾" = 1'-0" unless otherwise noted

DETAIL A

ASPHALT OVERLAY

TYPICAL SECTIONS;

TRANSVERSE AND

⅝"

Bottom of shear key

L of longitudinal shear keyC

/CL 3" o precast hole tendon for transverse

Composite (ECC) Cementitious Fill with Engineered

⅜"

⅜

¾

¾"

¼"

-0

-2

TRANSVERSE SECTION

4'-0"

/CL 1" o void drain.

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

½

8" typ.

/CL 3" o precast hole for transverse tendon

L voidsC

One at each end of each void segment.

Scale: 1" = 1'-0"

TYPE B

TYPICAL INTERIOR SECTION

TYPE A

TYPICAL EXTERIOR SECTION

Scale: 1" = 1'-0"

Overlay and joint fabric not shown approved epoxy mortar.

shall be restored to their shape as shown on the plans by an Slab corners damaged during fabrication, shipping or construction keys.

precast holes for transverse tendons or from bottoms of shear each span. Care shall be taken to prevent leakage of grout into without interruption for the entire length of the shear keys for All grouting of shear keys shall be done in one continuous operation prior to the grouting of shear keys.

aggregate by means of sandblasting and pre-wetted with clean water All keyway surfaces shall be cleaned of all dirt, laitance and loose bid for prestressed concrete slabs.

Cost of deck and joint waterproofing shall be included in the price waterproofing details, see sheet 5.

ments of Section 405 and Section 416 of the Specifications. For Entire deck shall be waterproofed in accordance with the require-

ECC has reached a minimum strength of 4000 psi.

shall not be done until all grouting of keys are completed and the Post-tensioning of transverse tendons and the casting of railings purchased separately by VDOT.

Shear Keys and Blockouts Between Adjacent Members. ECC to be and placed in accordance with the current VDOT Special Provision for Engineered Cementitious Compostite (ECC) concrete shall be furnished

1" x 5" x5" steel plates shall be galvanized.

low-relaxation Grade 270 strand tensioned to 31,600 lbs.

Transverse tendons shall be ½" diameter, coated, seven-wire thickness and Type IM-19.0D for the remaining portion.

Asphalt concrete overlay shall be Type SM-12.5D for the top 2" tolerances.

may vary due to fabrication and construction (gaps between slabs) The bridge and roadway widths shown are nominal. Actual widths

NOTES:

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

August 8, 2018 On the date of Lic. No. 033572

Junyi Meng Sealed and Signed by:

Date Plan No. Sheet No.Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

-9

.d

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

Scale: 3" = 1'-0"

Scale: 3" = 1'-0"

Scale: ¼" = 1'-0"

Type EP-5 epoxy Seal anchor hole with

Exterior prestressed slab

Bridge seat high strength non-shrink grout.

dowel in place to top of seat with beams have been set. Grout anchor Drill 1¼" o hole in bridge seat after

ANCHOR DETAIL AT EXTERIOR SLABS

1'-6"

LC o/

AS080X

AS080X.

precast slabs for 2½" hole in exterior

Section at C bearingL

Scale: 1" = 1'-0"

½" Elastomeric bearing pad shear key grouting operations.

and fill holes with ECC during Plug hole above anchor dowel

Interior prestressed slab

613 006-613-6019 4

July 2024 309-94 4 of 7

SAN

SAN

KCI

See Detail A See Detail BSee Drip Detail

2% slope 2% slope

Point of finished grade

C for transverse tendon L 3" o precast hole/

Exterior slab Exterior slab

2" min.

3'-0" x 15" Type A

1'-2"

4 - 4'-0" x 15" Type B = 16'-0" 3'-0" x 15" Type A

9'-10"

Constr. B Rte. 613

L

22'-0"

Face of rail Face of rail

Asphalt overlay

4⅜"

Interior prestressed concrete voided slabs

6 - Prestressed concrete slabs = 22'-0"

9'-10" 1'-2"

2"

/CL 3" o precast hole for transverse tendon

3'-0" blockout Tendon stephen.nanney pe_seals_co-Default

ERECTION DIAGRAM

Scale: ⅜" = 1'-0" unless otherwise noted

10'-9" 10'-9"

ERECTION DIAGRAM

o

32'-2" End of slabEnd of slab

/C for transverse tendon L 3" o precast hole

Edge of slab typ.

Slab Type B

Slab Type B

Constr. B Rte. 613

L

10'-8"

Class I.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel, of transverse tendon centerlines.

Voids shall terminate 2'-6" from end of span and 5" on either side inserts on submitted shop drawings.

for support of railing formwork. Show proposed locations of 2'-0" in exterior face of exterior prestressed slab sections (Type A) Precaster to include ½" threaded inserts, recessed 1½", spaced at strength at 28 days and strength at time of release of strands.

A5. Shop drawings shall specify minimum compressive cylinder Prestressed concrete in voided and solid concrete slabs shall be Class respectively.

PST-4 for solid exterior and voided interior prestressed slabs Concrete Adjacent Members Standards, see Numbers PST-3 and Follow Manual of the Structure and Bridge Division Part 5 Prestressed sheets 6 and 7.

including all necessary reinforcing steel associated with railing, see superstructure reinforcing design in accordance with VDOT standards precast manufacturer (Precaster) shall be responsible for the Steel reinforcing (conventional and prestressing) not shown. The

Notes:

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

Date Plan No. Sheet No.Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

-9

.d

613 006-613-6019 3

July 2024 309-94 3 of 7

SAN

SAN

KCI

See sheet X.

for exterior slabs.

Anchor detail typ.

Face of rail

Face of rail

1'-2" typ.

Slab Type A

Slab Type A

-2

-2

P S

T -1

M O

D

5" typ.

7'-10" 9'-10" 7'-10" 2'-6"2'-6" 10" 10" transverse tendon typ.

L 3" precast hole for C

SECTION A-A

A A

1'-1" typ.

SAN

KCI July 2024 309-94 2 of 7

613 006-613-6019 2

Date Plan No. Sheet No.

Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

.d

ABUTMENT DETAILS

SECTION A-A HALF ELEVATION

PART PLAN

stemwall

Face of stemwall

Back of to be removed

Existing backwall

Existing footing

11'-1"

Constr. L

Rte. 613 B to be removed

Existing backwall

Existing wingwall

Existing stem

A

A

SECTION B-B HALF ELEVATION

PART PLAN

stemwall

Face of stemwall

Back of

Existing footing

11'-1"

Constr. L

Rte. 613 B

Existing wingwall

Existing stem

B bearing pad typ.

½" Elastomeric

B joint filler expansion preformed 1" thick

Existing wingwall

Existing footing has been applied and has fully cured.

of the wingwall and the exterior precast slab unit after Epoxy EP-7 face of the wingwall to fill the gap between the remaining portion

Place 1" thick preformed expansion joint material on the vertical has fully cured.

width of the bearing seat after Epoxy EP-7 has been applied and from the face of stemwall to back of stemwall and for the full

Place ½" elastomeric bearing pad on top of full area of bearing seat accordance with Section 431 of the Specifications.

Specifications and application guidelines. Epoxy EP-7 shall be in

Surface preparation shall be in accordance with Section 416 of the backwall and applicable portions of wingwalls.

vertical face of the adjacent wingwall after removing the existing

Apply Epoxy EP-7 to entire top surface of bearing seat and the with the top of bearing seat and cut off existing reinforcing steel.

At each abutment, remove existing backwall and wingwall to be flush

Notes:

Existing footing

Existing wingwall

PCC slab superstructure

Scale: ½" = 1'-0" to be removed and wingwall areas

Existing backwall bearing pad typ.

½" thick elastomeric

Abutment prior to modification Abutment after modification placed and cured.

EP-7 has been placed after Epoxy expansion joint filler

1" thick preformed placed and cured on beam seat area.

bearing pad after Epoxy EP-7 has been

½" thick elastomeric bearing pad, typ. Place

REVISIONS

For Table of Revisions, see Sheet 2.

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

No. Description Date

COORDINATED:

SUPERVISED:

DESIGNED:

DRAWN:

CHECKED:

PLANS BY:

c_ _ _ _ _ _ _ _ _ _Date:

PROJ. 006-613-6019

APPOMATTOX COUNTY - 0.15 MI. N. RTE. 647

OVER BUCK CREEK

ON RTE. 613 (SPRING GROVE ROAD)

STATE FORCE SUPERSTRUCTURE REPLACEMENT

2024, Commonwealth of Virginia

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

.d g n

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

and Scour Code:

FHWA Construction

VA.

STATE

UPC No.

Federal Structure No.

Federal Stewardship and Oversight Code:

309-94

000000000001595

N/A N/A

1613 006-613-6019

DESIGN EXCEPTION(S):

None.

July 10, 2024 Sheet 1 of 7

XO80-S5

Lynchburg

Ryan E. Bowen

Stephen A. Nanney

Stephen A. Nanney

Kidd C. Immel

PLAN

DEVELOPED SECTION ALONG RTE. 613 CONSTR. LB

ABUTMENT A

ABUTMENT A

ABUTMENT B

ABUTMENT B

Edge of slab

Face of rail

Edge of slab

Face of rail

Constr. L

Rte. 613

To Int. Rte. 608

To Int. Rte. 647

32'-2"

Edge of stream Edge of stream

B U

C K

C R

E E

K

Sta. 10+00.00

Abutment A

End of slab

Sta. 10+32.17

Abutment B

End of slab

Elev. 100.25 Elev. 100.25

90 typ.

o

32'-2"

Sta. 10+00.00

End of slab

Beginning of bridge

Sta. 10+32.17

End of slab

End of bridge

Rte. 613 Constr. L

Existing profile along B elev. 93.65

Normal water

0.0% Gradient Finished grade Finished grade

GENERAL NOTES:

the center of the existing bridge deck = 100.00 ft.

B.M.: Datum assumed with existing top of asphalt wearing surface at ance with Sec. 411.

The existing structure is designated a Type B structure in accord-and Bridge Office.

Road and Bridge Standards and obtained from the District Structure

The Bridge Date Plate shall be installed in accordance with VDOT's available.

Virginia Structure No. of existing bridge is 6019. Plans are not steel strands (Polystrand or equal) conforming to ASTM A416 Grade 270.

Prestressing strands shall be uncoated, seven wire, low-relaxation sheets. CRR Steel, Class III may be substituted for Class I.

The Class of CRR steel required on this project is noted on plan and construction tolerances.

of bars except where otherwise noted and are subject to fabrication reinforcing bar dimensions on the detailed drawings are to centers

(CRR) which shall conform to Section 223 of the Specifications. All

Grade 60 except for steels noted as Corrosion Resistant Reinforcing

All reinforcing steel shall be deformed and shall conform to ASTM A615, Design loading includes 15 psf allowance for future wearing surface.

and construction methods.

Design loading includes 10 psf allowance for construction tolerances

2017; and VDOT Modifications.

Design: AASHTO LRFD Bridge Design Specifications, 8th Edition, Stability).

(Special Provision for Superstructure Erection

Bridge Specifications, 2020; and SP407-000500

Construction: Virginia Department of Transportation Road and

Specifications:

Drainage area: 6.27 sq. mi.

Capacity: HL-93 loading.

Span layout: 32'-2" prestressed concrete slab span.

Width: 19'-8" face-to-face of rails.

full extent of the applicable laws.

scanned signatures is illegal. Violators will be prosecuted to the the VDOT Central Office. Any misuse of electronic files, including

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

Scale: ¼" = 1'-0"

B

REVISIONS

For Table of Revisions, see Sheet 2.

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

No. Description Date

COORDINATED:

SUPERVISED:

DESIGNED:

DRAWN:

CHECKED:

PLANS BY:

c_ _ _ _ _ _ _ _ _ _Date:

PROJ. 006-613-6019

APPOMATTOX COUNTY - 0.15 MI. N. RTE. 647

OVER BUCK CREEK

ON RTE. 613 (SPRING GROVE ROAD)

STATE FORCE SUPERSTRUCTURE REPLACEMENT

2024, Commonwealth of Virginia

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

.d g n

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

and Scour Code:

FHWA Construction

VA.

STATE

UPC No.

Federal Structure No.

Federal Stewardship and Oversight Code:

309-94

000000000001595

N/A N/A

1613 006-613-6019

DESIGN EXCEPTION(S):

None.

July 10, 2024 Sheet 1 of 7

XO80-S5

Lynchburg

Ryan E. Bowen

Stephen A. Nanney

Stephen A. Nanney

Kidd C. Immel

PLAN

DEVELOPED SECTION ALONG RTE. 613 CONSTR. LB

ABUTMENT A

ABUTMENT A

ABUTMENT B

ABUTMENT B

Edge of slab

Face of rail

Edge of slab

Face of rail

Constr. L

Rte. 613

To Int. Rte. 608

To Int. Rte. 647

32'-2"

Edge of stream Edge of stream

B U

C K

C R

E E

K

Sta. 10+00.00

Abutment A

End of slab

Sta. 10+32.17

Abutment B

End of slab

Elev. 100.25 Elev. 100.25

90 typ.

o

32'-2"

Sta. 10+00.00

End of slab

Beginning of bridge

Sta. 10+32.17

End of slab

End of bridge

Rte. 613 Constr. L

Existing profile along B elev. 93.65

Normal water

0.0% Gradient Finished grade Finished grade

GENERAL NOTES:

the center of the existing bridge deck = 100.00 ft.

B.M.: Datum assumed with existing top of asphalt wearing surface at ance with Sec. 411.

The existing structure is designated a Type B structure in accord-and Bridge Office.

Road and Bridge Standards and obtained from the District Structure

The Bridge Date Plate shall be installed in accordance with VDOT's available.

Virginia Structure No. of existing bridge is 6019. Plans are not steel strands (Polystrand or equal) conforming to ASTM A416 Grade 270.

Prestressing strands shall be uncoated, seven wire, low-relaxation sheets. CRR Steel, Class III may be substituted for Class I.

The Class of CRR steel required on this project is noted on plan and construction tolerances.

of bars except where otherwise noted and are subject to fabrication reinforcing bar dimensions on the detailed drawings are to centers

(CRR) which shall conform to Section 223 of the Specifications. All

Grade 60 except for steels noted as Corrosion Resistant Reinforcing

All reinforcing steel shall be deformed and shall conform to ASTM A615, Design loading includes 15 psf allowance for future wearing surface.

and construction methods.

Design loading includes 10 psf allowance for construction tolerances

2017; and VDOT Modifications.

Design: AASHTO LRFD Bridge Design Specifications, 8th Edition, Stability).

(Special Provision for Superstructure Erection

Bridge Specifications, 2020; and SP407-000500

Construction: Virginia Department of Transportation Road and

Specifications:

Drainage area: 6.27 sq. mi.

Capacity: HL-93 loading.

Span layout: 32'-2" prestressed concrete slab span.

Width: 19'-8" face-to-face of rails.

full extent of the applicable laws.

scanned signatures is illegal. Violators will be prosecuted to the the VDOT Central Office. Any misuse of electronic files, including

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

Scale: ¼" = 1'-0"

B

KCI July 2024 309-94 2 of 7

613 006-613-6019 2

Date Plan No. Sheet No.

Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

.d

ABUTMENT DETAILS

SECTION A-A HALF ELEVATION

PART PLAN

stemwall

Face of stemwall

Back of to be removed

Existing backwall

Existing footing

11'-1"

Constr. L

Rte. 613 B to be removed

Existing backwall

Existing wingwall

Existing stem

A

A

SECTION B-B HALF ELEVATION

PART PLAN

stemwall

Face of stemwall

Back of

Existing footing

11'-1"

Constr. L

Rte. 613 B

Existing wingwall

Existing stem

B bearing pad typ.

½" Elastomeric

B joint filler expansion preformed 1" thick

Existing wingwall

Existing footing has been applied and has fully cured.

of the wingwall and the exterior precast slab unit after Epoxy EP-7 face of the wingwall to fill the gap between the remaining portion

Place 1" thick preformed expansion joint material on the vertical has fully cured.

width of the bearing seat after Epoxy EP-7 has been applied and from the face of stemwall to back of stemwall and for the full

Place ½" elastomeric bearing pad on top of full area of bearing seat accordance with Section 431 of the Specifications.

Specifications and application guidelines. Epoxy EP-7 shall be in

Surface preparation shall be in accordance with Section 416 of the backwall and applicable portions of wingwalls.

vertical face of the adjacent wingwall after removing the existing

Apply Epoxy EP-7 to entire top surface of bearing seat and the with the top of bearing seat and cut off existing reinforcing steel.

At each abutment, remove existing backwall and wingwall to be flush

Notes:

Existing footing

Existing wingwall

PCC slab superstructure

Scale: ½" = 1'-0" to be removed and wingwall areas

Existing backwall bearing pad typ.

½" thick elastomeric

Abutment prior to modification Abutment after modification placed and cured.

EP-7 has been placed after Epoxy expansion joint filler

1" thick preformed placed and cured on beam seat area.

bearing pad after Epoxy EP-7 has been

½" thick elastomeric bearing pad, typ. Place

ERECTION DIAGRAM

Scale: ⅜" = 1'-0" unless otherwise noted

10'-9" 10'-9"

ERECTION DIAGRAM

o

32'-2" End of slabEnd of slab

/C for transverse tendon L 3" o precast hole

Edge of slab typ.

Slab Type B

Slab Type B

Constr. B Rte. 613

L

10'-8"

Class I.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel, of transverse tendon centerlines.

Voids shall terminate 2'-6" from end of span and 5" on either side inserts on submitted shop drawings.

for support of railing formwork. Show proposed locations of 2'-0" in exterior face of exterior prestressed slab sections (Type A) Precaster to include ½" threaded inserts, recessed 1½", spaced at strength at 28 days and strength at time of release of strands.

A5. Shop drawings shall specify minimum compressive cylinder Prestressed concrete in voided and solid concrete slabs shall be Class respectively.

PST-4 for solid exterior and voided interior prestressed slabs Concrete Adjacent Members Standards, see Numbers PST-3 and Follow Manual of the Structure and Bridge Division Part 5 Prestressed sheets 6 and 7.

including all necessary reinforcing steel associated with railing, see superstructure reinforcing design in accordance with VDOT standards precast manufacturer (Precaster) shall be responsible for the Steel reinforcing (conventional and prestressing) not shown. The

Notes:

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

Date Plan No. Sheet No.Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

-9

.d

613 006-613-6019 3

July 2024 309-94 3 of 7

SAN

SAN

KCI

See sheet X.

for exterior slabs.

Anchor detail typ.

Face of rail

Face of rail

1'-2" typ.

Slab Type A

Slab Type A

-2

-2

P S

T -1

M O

D

5" typ.

7'-10" 9'-10" 7'-10" 2'-6"2'-6" 10" 10" transverse tendon typ.

L 3" precast hole for C

SECTION A-A

A A

1'-1" typ.

¾

¾"

1"

1½"

DRIP DETAIL

of each member

Typ. each side

½

½

6"

¾

¾

1" min.

PL 1 x 5 x 5 for ½" o strand

Approved chuck elastomeric pad

⅛ x 5 x 5 preformed are tensioned transverse tendons grout after with non-shrink slab shall be filled Recess of exterior o/

L transverse tendonLC

DETAIL B

P S

T -2

A M

O D

Scale: ¾" = 1'-0" unless otherwise noted

DETAIL A

ASPHALT OVERLAY

TYPICAL SECTIONS;

TRANSVERSE AND

⅝"

Bottom of shear key

L of longitudinal shear keyC

/CL 3" o precast hole tendon for transverse

Composite (ECC) Cementitious Fill with Engineered

⅜"

⅜

¾

¾"

¼"

-0

-2

TRANSVERSE SECTION

4'-0"

/CL 1" o void drain.

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

½

8" typ.

/CL 3" o precast hole for transverse tendon

L voidsC

One at each end of each void segment.

Scale: 1" = 1'-0"

TYPE B

TYPICAL INTERIOR SECTION

TYPE A

TYPICAL EXTERIOR SECTION

Scale: 1" = 1'-0"

Overlay and joint fabric not shown approved epoxy mortar.

shall be restored to their shape as shown on the plans by an Slab corners damaged during fabrication, shipping or construction keys.

precast holes for transverse tendons or from bottoms of shear each span. Care shall be taken to prevent leakage of grout into without interruption for the entire length of the shear keys for All grouting of shear keys shall be done in one continuous operation prior to the grouting of shear keys.

aggregate by means of sandblasting and pre-wetted with clean water All keyway surfaces shall be cleaned of all dirt, laitance and loose bid for prestressed concrete slabs.

Cost of deck and joint waterproofing shall be included in the price waterproofing details, see sheet 5.

ments of Section 405 and Section 416 of the Specifications. For Entire deck shall be waterproofed in accordance with the require-

ECC has reached a minimum strength of 4000 psi.

shall not be done until all grouting of keys are completed and the Post-tensioning of transverse tendons and the casting of railings purchased separately by VDOT.

Shear Keys and Blockouts Between Adjacent Members. ECC to be and placed in accordance with the current VDOT Special Provision for Engineered Cementitious Compostite (ECC) concrete shall be furnished

1" x 5" x5" steel plates shall be galvanized.

low-relaxation Grade 270 strand tensioned to 31,600 lbs.

Transverse tendons shall be ½" diameter, coated, seven-wire thickness and Type IM-19.0D for the remaining portion.

Asphalt concrete overlay shall be Type SM-12.5D for the top 2" tolerances.

may vary due to fabrication and construction (gaps between slabs) The bridge and roadway widths shown are nominal. Actual widths

NOTES:

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

August 8, 2018 On the date of Lic. No. 033572

Junyi Meng Sealed and Signed by:

Date Plan No. Sheet No.Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

-9

.d

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

Scale: 3" = 1'-0"

Scale: 3" = 1'-0"

Scale: ¼" = 1'-0"

Type EP-5 epoxy Seal anchor hole with

Exterior prestressed slab

Bridge seat high strength non-shrink grout.

dowel in place to top of seat with beams have been set. Grout anchor Drill 1¼" o hole in bridge seat after

ANCHOR DETAIL AT EXTERIOR SLABS

1'-6"

LC o/

AS080X

AS080X.

precast slabs for 2½" hole in exterior

Section at C bearingL

Scale: 1" = 1'-0"

½" Elastomeric bearing pad shear key grouting operations.

and fill holes with ECC during Plug hole above anchor dowel

Interior prestressed slab

613 006-613-6019 4

July 2024 309-94 4 of 7

SAN

SAN

KCI

See Detail A See Detail BSee Drip Detail

2% slope 2% slope

Point of finished grade

C for transverse tendon L 3" o precast hole/

Exterior slab Exterior slab

2" min.

3'-0" x 15" Type A

1'-2"

4 - 4'-0" x 15" Type B = 16'-0" 3'-0" x 15" Type A

9'-10"

Constr. B Rte. 613

L

22'-0"

Face of rail Face of rail

Asphalt overlay

4⅜"

Interior prestressed concrete voided slabs

6 - Prestressed concrete slabs = 22'-0"

9'-10" 1'-2"

2"

/CL 3" o precast hole for transverse tendon

3'-0" blockout Tendon c

WATERPROOFING MEMBRANE DETAIL

END OF SLAB VIEW AT ABUTMENTS

Bridge seat bearing pad

Elastomeric

Top of prestessed member and included in the cost of the prestressed members.

This portion of waterproofing shall be applied at the plant

Waterproofing, typ. (Type EP-3B and EP-3T) per Sec. 405.05(g).

abutment length membrane at horizontal joint entire

Overlapping 12" wide strips of waterproofing vertical joint between exterior slabs and wingwalls

12" wide strip of waterproofing membrane at the wingwall

Top of Top of asphalt overlay

Normal to joint

SECTION THRU PIER JOINTS

Typical all pier joints

½"

1"

Bottom of shear key member

Top of prestressed

Preformed asphalt joint filler

Scale: 1" = 1'-0" unless otherwise shown

L pierC

4" 4" Top of asphalt overlay shear key grouting joint simultaneously with

Grout top portion of pier

Not to scale

FOR ASPHALT OVERLAY

WATERPROOFING DETAILS

END BEARING AND

P

S T

A

M O

D

4"

Bottom of shear key

SHEAR KEY DETAIL

L of longitudinal shear keyC

Scale: 3" = 1'-0"

Overlay not shown

Asphalt overlay

Scale: ½" = 1'-0"

SECTION THRU RAILING

(ECC)

Composite

Cementitious

Engineered

Fill with

Top of epoxy coating

Epoxy Type EP-7 in wet coat of fabric embedded

8" wide joint edge of exterior members

EP-7 and shall extend to the in wet coat of Epoxy Type

8" wide joint fabric embedded slabs down to the ends of the slabs (allow to lap 4" on top of slab)

Epoxy Type EP-7 and 8" wide joint fabric at vertical joint between seats. Cost of any adjustment shall be included in other bid items.

with the pads or where the pads are not in full bearing with the by the Engineer where prestressed members are not in full bearing

The Contractor shall adjust bearing pads or bridge seats as directed similar for other widths and depths.

Details shown for 4'-0" x 18" prestressed concrete voided slab. Details

Notes:

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

April 28, 2023

On the date of

Lic. No. 033572

Junyi Meng

Sealed and Signed by:

in the cost of the prestressed members.

The cost of Epoxy Type EP-7, sand and joint fabric shall be included shall be covered with sand while the epoxy is still wet.

7. Any epoxy spills outside the limits of the shear key treatment has cured.

of deck including shear keys. Remove loose sand after the epoxy

6. Apply second coat of epoxy and sand, covering remaining surface and sand to cure and then remove loose sand.

fabric using a short nap paint roller. Apply sand and allow epoxy epoxy to engage the sand. Remove any air pockets under the joint fabric to thoroughly wet the joint fabric and provide sufficient free fabric into the wet epoxy. Apply additional epoxy over the joint

5. Apply a second coat of epoxy over pier joint and set the joint of epoxy overlay.

loose sand after epoxy has cured. This will complete the first coat surface including pier joint (areas between shear keys). Remove

4. Apply the first coat of epoxy and sand on the remaining deck sand to cure and then remove loose sand.

fabric using a short nap paint roller. Apply sand and allow epoxy and epoxy to engage the sand. Remove any air pockets under the joint fabric to thoroughly wet the joint fabric and provide sufficient free min. lap down the slab ends. Apply additional epoxy over the joint into the wet epoxy. Allow enough joint fabric to provide for a 4" shear keys and set the joint fabric (continuous over pier joints)

3. Apply the first coat of epoxy to slab surface over the grouted paint roller.

Remove any air pockets under the joint fabric using a short nap epoxy over the joint fabric to thoroughly wet the joint fabric.

fabric to provide for a 4" min. lap on top of slabs. Apply additional then set the joint fabric into the wet epoxy. Allow enough joint

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

1. Prepare deck surface.

field applied (i.e., not applied at the plant).

with Section 431 of the Specifications. All Epoxy Type EP-7 shall be application guidelines, Epoxy EP-7 and sand shall be in accordance

Surface preparation shall be in accordance with Section 416 and and joint fabric:

Procedure for sealing shear keys and pier joint utilizing Epoxy EP-7 members.

the membrane shall be included in the cost of the prestressed in accordance with Section 429 of the Specifications. The cost of

The membrane shall consist of a Type III preformed membrane system horizontal joint as shown in END OF SLAB VIEW AT ABUTMENTS.

at the vertical joint between exterior slabs and wingwalls and the

The membrane shall be applied to the end of slabs at abutments

Notes for End of Slab Membrane Waterproofing:

Joint Fabrics shall be used.

Joint fabric from the VDOT New Products Evaluation List under

Date Plan No. Sheet No.

Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

.d

613 006-613-6019 5

July 2024 309-94 5 of 7

ABUTMENT BABUTMENT A

stemwall

Face of stemwall

Back of

Typ. at each abutment.

proofing entire abutment length

12" wide strip of membrane water-between slabs. Typ. each side.

8" wide joint fabric at vertical joint exterior slabs and wingwalls.

proofing at vertical joint between

12" wide strip of membrane water-t y p . 4" typ.

t y p stemwall

Back of stemwall

Face of

½" Elastomeric bearing pad typ.

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

Epoxy Type EP-7 and 8" wide joint up rail post applied 3" min.

Epoxy overlay

PART PLAN AT ABUTMENT BPART PLAN AT ABUTMENT A

END BEARING DETAILS

stemwall abutment

Face of stemwall abutment

Face of stemwall abutment

Back of stemwall abutment

Back of

Edge of prestressed slab

End of slab End of slab

2'-0" typ. bearing pad

½" Elastomeric bearing pad

½" Elastomeric

SAN

SAN

KCI

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

and wingwall, typ.

precast slab unit filler between

1" preformed joint

4"

Scale: ½" = 1'-0"

SECTION THRU EXTERIOR BEAM TYPE A

applied at plant

Epoxy waterproofing

6"

REINFORCING STEEL SCHEDULE

RU0301 RU0502

7"

2'-0"

RV0701 RV0402

Railing : C.Y. = Lin. Ft. x 0.066

Gross concrete quantities above roadway slab :

TYPICAL ELEVATION

ABUTMENTS

RU0301

1'-6"

4 spa. @ 2¾" = 11"

RL0602

L post

8'-9"

3 spa. @

L post

2¼"

4¼"=1'-0¾"

Scale: 1" = 1'-0", unless otherwise shown.

½" open joint

¾

C C B

C R

M

O D

RS0301, RV0701 and RV0402

Maximum spacing between posts = 1'-3"

RS0301

SECTION C-C

SECTION D-D

½

½

¾ "¾

¾ "¾

RS0302

DD

C C

1'-6" 1'-6"

3'-0"

CL post and joint 3"

1'-6"1'-6" typ. typ.

3'-0" typ.

6" 1'-9" 1'-9"

6"

RU0502

RU0301

DECK SLABS

RS0302

RL0602

2" cl.

SLAB SPANS

RS0302

RL0602

slab bars

Transverse

3'-0" post

L postC

Face of rail Face of rail

RV0402

RV0701 2½" cl.

1¼" cl.

RU0502

ELEVATION SHOWING RU0502 PLACEMENT

Placement of RU0502 is the same for slab spans.)

(Elevation shown is for deck slabs.

6" slab bars

Longitudinal

RV0402

m in

RU0502

slab bars

Longitudinal la p at each post

RL0401 centered

TYPICAL SECTION

BETWEEN POSTS

12" 2"

Reinforcing steel on deck not shown

1'-2"

Face of rail

RU0301 RU0301

RV0701

RS0301

R S

R S

8"

6"

RS0302

4"

RS0301 and RS0302

RailRS0301 #3

#3

#3

#4

#5

#7

3"

Posts

Posts

RS0302

RU0301

RU0502

RV0701

RV0402

Posts

Posts

4'-1"

/Mark Size Length Location

2¼"

2¼"

2¼"

5¼"

Pin o

Dimensions in bending diagram are out-to-out of bars, except as shown.

No.

RL0602 #6 Rail

#4 6'-6"RL0401 Slab at posts (Slab Spans)

2'-6"

1'-10"

Const. joint

Terminal wall on exterior beam Type A

RS0301

1½" cl. delineator

Barrier

RL0602

RS0301

1½" cl. 2¾" cl.

RS0301

½" for both sides of rail

Deflection joint detail

Not to scale post, rail or terminal wall

Groove detail for both sides of

Not to scale

1'-6"

L postC

C C

1'-6"

C

PART ELEVATION

Terminal wall on Superstructure Terminal Wall railing cast-in-place concrete

L groove and end of

ABUTMENTS

on superstructure

Limit for railing payment

2'-0"

¾

4'-6"

(BCR-2)

27" KANSAS CORRAL W/O CURB

CAST-IN-PLACE CONCRETE RAILING

slab bars

Longitudinal

Top of slab

½

3¾" 5'-2"

6'-9"

4'-3"

Slab at posts sheet 7.

For details and reinforcing steel schedule of terminal wall, see the Specifications.

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

RL0401 bars are not required for deck slabs.

Class I.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel, All bevels for concrete shall be ¾".

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:

3'-1"

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

October 30, 2020

On the date of

Lic. No. 033572

Junyi Meng

Sealed and Signed by:

1'-6" 1'-6"

3'-0"

PIERS

Slab continuous over pier

CL post and joint slab

Top of

1'-4" deep

Open deflection joint

613 006-613-6019 6

July 2024 309-94 6 of 7

Date Plan No. Sheet No.

Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

.d

9'-10"

SAN

SAN

KCI

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

Symmetrical about this line

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

¾ s p a

¼

Face of rail

RL0403

RL0402

RL0401

RL0402

Face of rail

RL0401

RL0403

SECTION C-C

Prestressed slab reinforcement not shown

A

4"

1'-10¾"

1'-2"

B see notes.

bolt holes,CL

A backwall

Back of

B concrete placement.

flange with proper clearance for rotate hook or move bar(s) above the with the position of the RL0507 bar(s), Where the beam/girder flange interferes

VIEW A-A

2'-0"

4½"

RV0406 2" cl.

RV0401

2'-0"

3½"

3½"

SECTION B-B

RV0406

RV0401

RL0606

RL0507

LC

see notes.

bolt holes, e q s p a

¼

½ m i n

½ m a x

1¼" cl.

typ.

2" clr.

1¼" cl.

End of railing7'-0" terminal wall

3"

Construction joint

RL0402 FF

RL0401 NF

4 spa. @ 4½"

= 1'-6" 2¾"

RL0403 NF, RL0402 FF

6 spa. @ 6" = 3'-0"

1'-6"

L post

1'-6"

6"

TERMINAL WALL ON SUPERSTRUCTURE - ELEVATION

= 1'-7"

4 spa. @ 4¾"

C

7'-0"

LC

see notes.

bolt holes, End of railing

2¼"

PART PLAN

LC

see notes.

bolt holes, 4"4 ½

1'-6"

RL0401

1'-10¾" 8"

RL0403

or RL0405

RL0402, RL0404

RL0405RL0404

B C

R T

-4 M

O D

D

E E

C

C D

Prestressed slab reinforcement not shown

SECTION D-D

Full scale

Groove detail for

½

¾ "¾ both sides of rail

SECTION E-E

RV0404

RL0404 EF

RL0404

RV0403

RL0405

RL0404

RV0405

RL0405

RL0402

Face of rail

RL0401

RL0403

1¼" cl.

RL0405

RV0402

RL0404

typ.

2" cl.

V a r i e s f r o m t o

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

Mark No.Size Length LocationPin o/

#4

#4 7'-2"RL0401

RL0402

6" Terminal wall

6'-8"

#4

#4

#4

Terminal wall

Terminal wall

Terminal wall

#4RL0403 6'-8½" Terminal wall3"

1'-7" typ.

8"

RS0401

REINFORCING STEEL SCHEDULE

RL0401

6'-8"

RL0403

⅜

⅝

1'-4⅞"

1'-8"

RV0401, RV0406

RV0401

RV0406 12"

R V

¼

R V

3"

Terminal wall

RL0606 #6 Terminal wall end support

RL0507 #5 Terminal wall end support

RV0401 #4 4'-6"

3¾"

RS0401 #4 Terminal wall end support

Terminal wall

#4 Terminal wall

RV0405

#4 Terminal wall

RV0406

10"

RV0402

" 1

10"

6"

RL0507

⅛

#4 Terminal wall3"RL0404 6'-9"

#4 Terminal wallRL0405 5'-11½"

RV0403 RV0404

2'-6"

RV0405

RV0404

RV0403

RV0402 3"

3"

3" t o v a ry f ro m b y ¾

RL0404

2'-5⅛"

4'-3"

2'-5½"

-3

-2

2'-6"

RL0405 EF

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

April 30, 2024 On the date of Lic. No. 033572

Junyi Meng Sealed and Signed by:

and RV0403

RV0401 FF, RV0406 NF

and RV0404

RV0406 NF

RV0401 FF

slab End of

RV04 series bars not shown for clarity

(BCRT-4)

TERMINAL WALL

27" KANSAS CORRAL2-RV0401 and RV0405 and RV0402

2-RV0401

3"

3"

3" 5'-7½"

4'-4½"

5'-3½"

From 5'-5½" to 4'-11½" nominal pipe.

Holes, where shown, shall be formed with sleeves of 1¼" diameter

Terminal walls are detailed to take guardrail attachment for GR-FOA-5.

Each terminal wall shall be cast as one piece.

sheet 6.

For details and reinforcing steel schedule of concrete railing, see

Class I.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel, All bevels for concrete shall be ¾".

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:

1'-2"1'-2"

1'-2"1'-2"

1'-2"1'-2"

1'-2"1'-2"

@ 9" max.

RS0401 spa.

RS0401

3 - RL0507

3 - RL0606

12" min.

DECK SLAB EXTENSION ABUTMENT

1'-4⅜"

5'-3½"

5'-2"

5" typ.

RL0606 6"

4½" 5'-10½"

8"

613 006-613-6019 7

June 2024 309-94 7 of 7

Date Plan No. Sheet No.Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

-9

.d

3'-2"

5'-6½"

5'-7"

2'-0"

¾

1'-2"

SAN

SAN

KCI

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

prestressed slab Top of

Construction joint slab prestressed Top of slab prestressed Top of slab prestressed Top of slab prestressed Top of

RV0401

½

¾ s p a

¼

½

RV0401

¾ s p a

¼

½

¾ s p a

¼

5½"

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

¾ s p a

¼

Face of rail

RL0403

RL0402

RL0401

RL0402

Face of rail

RL0401

RL0403

SECTION C-C

Prestressed slab reinforcement not shown

A

4"

1'-10¾"

1'-2"

B see notes.

bolt holes,CL

A backwall

Back of

B concrete placement.

flange with proper clearance for rotate hook or move bar(s) above the with the position of the RL0507 bar(s), Where the beam/girder flange interferes

VIEW A-A

2'-0"

4½"

RV0406 2" cl.

RV0401

2'-0"

3½"

3½"

SECTION B-B

RV0406

RV0401

RL0606

RL0507

LC

see notes.

bolt holes, e q s p a

¼

½ m i n

½ m a x

1¼" cl.

typ.

2" clr.

1¼" cl.

End of railing7'-0" terminal wall

3"

Construction joint

RL0402 FF

RL0401 NF

4 spa. @ 4½"

= 1'-6" 2¾"

RL0403 NF, RL0402 FF

6 spa. @ 6" = 3'-0"

1'-6"

L post

1'-6"

6"

TERMINAL WALL ON SUPERSTRUCTURE - ELEVATION

= 1'-7"

4 spa. @ 4¾"

C

7'-0"

LC

see notes.

bolt holes, End of railing

2¼"

PART PLAN

LC

see notes.

bolt holes, 4"4 ½

1'-6"

RL0401

1'-10¾" 8"

RL0403

or RL0405

RL0402, RL0404

RL0405RL0404

B C

R T

-4 M

O D

D

E E

C

C D

Prestressed slab reinforcement not shown

SECTION D-D

Full scale

Groove detail for

½

¾ "¾ both sides of rail

SECTION E-E

RV0404

RL0404 EF

RL0404

RV0403

RL0405

RL0404

RV0405

RL0405

RL0402

Face of rail

RL0401

RL0403

1¼" cl.

RL0405

RV0402

RL0404

typ.

2" cl.

V a r i e s f r o m t o

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

Mark No.Size Length LocationPin o/

#4

#4 7'-2"RL0401

RL0402

6" Terminal wall

6'-8"

#4

#4

#4

Terminal wall

Terminal wall

Terminal wall

#4RL0403 6'-8½" Terminal wall3"

1'-7" typ.

8"

RS0401

REINFORCING STEEL SCHEDULE

RL0401

6'-8"

RL0403

⅜

⅝

1'-4⅞"

1'-8"

RV0401, RV0406

RV0401

RV0406 12"

R V

¼

R V

3"

Terminal wall

RL0606 #6 Terminal wall end support

RL0507 #5 Terminal wall end support

RV0401 #4 4'-6"

3¾"

RS0401 #4 Terminal wall end support

Terminal wall

#4 Terminal wall

RV0405

#4 Terminal wall

RV0406

10"

RV0402

" 1

10"

6"

RL0507

⅛

#4 Terminal wall3"RL0404 6'-9"

#4 Terminal wallRL0405 5'-11½"

RV0403 RV0404

2'-6"

RV0405

RV0404

RV0403

RV0402 3"

3"

3" t o v a ry f ro m b y ¾

RL0404

2'-5⅛"

4'-3"

2'-5½"

-3

-2

2'-6"

RL0405 EF

Central Office.

is on file in the standard drawing sealed and signed

A copy of the original

April 30, 2024 On the date of Lic. No. 033572

Junyi Meng Sealed and Signed by:

and RV0403

RV0401 FF, RV0406 NF

and RV0404

RV0406 NF

RV0401 FF

slab End of

RV04 series bars not shown for clarity

(BCRT-4)

TERMINAL WALL

27" KANSAS CORRAL2-RV0401 and RV0405 and RV0402

2-RV0401

3"

3"

3" 5'-7½"

4'-4½"

5'-3½"

From 5'-5½" to 4'-11½" nominal pipe.

Holes, where shown, shall be formed with sleeves of 1¼" diameter

Terminal walls are detailed to take guardrail attachment for GR-FOA-5.

Each terminal wall shall be cast as one piece.

sheet 6.

For details and reinforcing steel schedule of concrete railing, see

Class I.

All reinforcing steel shall be Corrosion Resistant Reinforcing Steel, All bevels for concrete shall be ¾".

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:

1'-2"1'-2"

1'-2"1'-2"

1'-2"1'-2"

1'-2"1'-2"

@ 9" max.

RS0401 spa.

RS0401

3 - RL0507

3 - RL0606

12" min.

DECK SLAB EXTENSION ABUTMENT

1'-4⅜"

5'-3½"

5'-2"

5" typ.

RL0606 6"

4½" 5'-10½"

8"

613 006-613-6019 7

June 2024 309-94 7 of 7

Date Plan No. Sheet No.Designed:

Drawn:

Checked: ............2024, Commonwealth of Virginiac

No. Description Date

STRUCTURE AND BRIDGE DIVISION

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

Revisions

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

ROUTE

FEDERAL AID

PROJECT ROUTE PROJECT

STATE SHEET

NO.

VA.

STATE

STRUCTURAL ENGINEER

RICHMOND, VA

VDOT S&B DIVISION

-9

.d

3'-2"

5'-6½"

5'-7"

2'-0"

¾

1'-2"

SAN

SAN

KCI

STRUCTURAL ENGINEER

LYNCHBURG, VA

VDOT S&B DIVISION

prestressed slab Top of

Construction joint slab prestressed Top of slab prestressed Top of slab prestressed Top of slab prestressed Top of

RV0401

½

¾ s p a

¼

½

RV0401

¾ s p a

¼

½

¾ s p a

¼

5½"

REINFORCING STEEL SCHEDULE

RU0301 RU0502

7"

2'-0"

RV0701 RV0402

Railing : C.Y. = Lin. Ft. x 0.066

Gross concrete quantities above roadway slab :

TYPICAL ELEVATION

ABUTMENTS

RU0301

1'-6"

4 spa. @ 2¾" = 11"

RL0602

L post

8'-9"

3 spa. @

L post

2¼"

4¼"=1'-0¾"

Scale: 1" = 1'-0", unless otherwise shown.

½" open joint

¾

C C B

C R

M

O D

RS0301, RV0701 and RV0402

Maximum spacing between posts = 1'-3"

RS0301

SECTION C-C

SECTION D-D

½

½

¾ "¾

¾ "¾

RS0302

DD

C C

1'-6" 1'-6"

3'-0"

CL post and joint 3"

1'-6"1'-6" typ. typ.

3'-0" typ.

6" 1'-9" 1'-9"

6"

RU0502

RU0301

DECK SLABS

RS0302

RL0602

2" cl.

SLAB SPANS

RS0302

RL0602

slab bars

Transverse

3'-0" post

L postC

Face of rail Face of rail

RV0402

RV0701 2½" cl.

1¼" cl.

RU0502

ELEVATION SHOWING RU0502 PLACEMENT

Placement of RU0502 is the same for slab spans.)

(Elevation shown is for deck slabs.

6" slab bars

Longitudinal

RV0402

m in

RU0502

slab bars

Longitudinal la p at each post

RL0401 centered

TYPICAL SECTION

BETWEEN POSTS

12" 2"

Reinforcing steel on deck not shown

1'-2"

Face of rail

RU0301 RU0301

RV0701

RS0301

R S

R S

8"

6"

RS0302

4"

RS0301 and RS0302

RailRS0301 #3

#3

#3

#4

#5

#7

3"

Posts

Posts

RS0302

RU0301

RU0502

RV0701

RV0402

Posts

Posts

4'-1"

/Mark Size Length Location

2¼"

2¼"

2¼"

5¼"

Pin o

Dimensions in bending diagram are out-to-out of bars, except as shown.

No.

RL0602 #6 Rail

#4 6'-6"RL0401 Slab at posts (Slab Spans)

2'-6"

1'-10"

Const. joint

Terminal wall on exterior beam Type A

RS0301

1½" cl. delineator

Barrier

RL0602

RS0301

1½" cl. 2¾" cl.

RS0301

½" for both sides of rail

Deflection joint detail

Not to scale post, rail or terminal wall

Groove detail for both sides of

Not to scale

1'-6"

L postC

C C

1'-6"

C

PART ELEVATION

Terminal wall on Superstructure Terminal Wall railing cast-in-place concrete

L groove and end of

ABUTMENTS

on superstructure

Limit for railing payment

2'-0"

¾

4'-6"

(BCR-2)

27" KANSAS CORRAL W/O CURB

CAST-IN-PLACE CONCRETE…