31440-08 Final Roadway Jerry Seal 8-27-20

NO.SHEET

BRIDGE PLANS ID

REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE

SOUTH CAROLINASPARTANBURG COUNTY

GENERAL BRIDGE LAYOUT

FL

OW

PLAN

SCALE: 1" = 5'-0"

TO NEW CUT ROAD

TO CAMPOBELLO

MO

TL

OW

CR

EE

K

TRIB

UT

AR

Y

TO

BR0012 S-1

SPARTANBURG

880

890

18+00 18+7518+5018+25

885

895

900

890

885

895

900

3.22%4.00%

L= 355.00

EL = 891.52

PI= 18+55.00

GRADE DATA -L-

EXIST. GROUND

ABUTMENT 1

ABUTMENT 2

GRADE

PROFILE

PROPOSED

15'-0"

15'-0"

-L- STA. 18+10.98

FILL APPROACH

BEGIN FLOWABLE

-L- STA. 18+87.77

FILL APPROACH

END FLOWABLE

40'-3•" (BACKWALL-TO-BACKWALL)

BE

GI

N

BRI

DG

E

EL. 894.886

ST

A. 18

+29.85

EL. 894.688

ST

A. 18

+70.15

EN

D

BRI

DG

E

BORING B-4

BORING B-3

BORING B-1

B-2

BORING

-N-

18+

00

19+

00

(100 YR.)

EL. 889.86

HIGH WATER

FILL APPROACH (TYP.)

PROPOSED FLOWABLE

895

894

893892

891

890

891

895

891

893

892

890

892893

894

894

895

896

885

884

886

887

888

889

893

891

890

889

888

887

894

895

892

889

887

2'-0" (TYP.)(

TYP.)

2'-0"

CLASS B RIP RAP (TYP.)

1

1.5

886

885

884

BOUNDARY (TYP.)

DELINEATED WETLAND

FIX EXP.

MATERIAL (TYP.)

GEOTEXTILE BEDDING

MOTLOW CREEK RD

2'-0"2'-0"

SCALE: 1" = 5'-0"

SECTION ALONG C -L-L

SEE ROADWAY PLANS

PAVEMENT TRANSITION (TYP.)

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509

cCopyright 2006 Vaughn & Melton, Inc. All Rights Reserved

Consulting Engineers

Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC

Spartanburg,South Carolina

864 574 4775

INDEX OF SHEETS

N8° 0' 58"W

HYDROLOGY DATA:

~

Probability 0.5%

Q = 2,690

OVERTOPPING FLOOD:

NOTE: Data from Bridge Section

100-Year H.W. Elev. = 889.86

Vel.100 = 8.18 ft/s

Q100 = 1,200 cfs

25-Year H.W. Elev. = 888.83 ft.

Vel.25 = 6.81 ft/s

Q25 = 840 cfs

D.A. = 2.1 sq. mi. = 1,344 ac.

(

TY

P.)

15'-0"

(

TY

P.)

15'-0"

(T

YP.)

6%

SU

PE

RE

LE

VA

TIO

N D = 11º 27' 33"

L = 826.24'

PI = 18+18.16

T = 542.60'

E = 237.85'

R = 500.00'

-L- CURVE DATA

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LC

LC -L-

LC

DETAIL, SHEET S-3 (TYP.)

SEE PIPE UNDERDRAIN

(MOTLOW CREEK ROAD)

-L-

-L- STA. 18+70.15

CORED SLAB BRIDGE

END PROPOSED

W.P. #2

-L- STA. 18+29.85

CORED SLAB BRIDGE

BEGIN PROPOSED

W.P. #1

= 94º 40' 47" (LT) D

PRESTRESSED CONCRETE CORED SLAB DETAILSS-21



S-18 PRESTRESSED CONCRETE CORED SLAB DETAILS

40'-0" PRESTRESSED CONC. CORED SLAB PLAN (60° SKEW)S-17

SUBSTRUCTURE BILL OF MATERIALS-16

WINGWALL SECTIONSS-15

ABUTMENT 2 WING DETAILSS-14

ABUTMENT 1 WING DETAILSS-13

ABUTMENT SECTIONSS-12

ABUTMENT 2S-11

ABUTMENT 1S-10

FOOTING REINFORCING PLANS - ABUTMENT 2S-9

FOOTING REINFORCING PLANS - ABUTMENT 1S-8

FOUNDATION LAYOUTS-7

BORING LOGS (2 OF 2)S-6

BORING LOGS (1 OF 2)S-5

REINFORCING BENDING DETAILSS-4

S-3 DRAINAGE DETAILS

GENERAL NOTES & BRIDGE QUANTITIESS-2

GENERAL BRIDGE LAYOUTS-1

BRIDGE CHORD

BRIDGE/

(TYP.)

TO BRIDGE CHORD

60°00' 00"

27'-6"

(

CL

EA

R

RO

AD

WA

Y)

18'-10‹" 17'-7‹"

(TYP.)

SEE ROAD PLANS

PAVEMENT SECTION

FULL DEPTH

08/19

09/19

08/19

PRG RTS

PRG

RTS

RTS

HL

DocuSign Envelope ID: 720845D9-D5DF-42A4-88E0-A39F368DA2AE

10/8/2019

MATERIAL & WORKMANSHIP

COMPLETION DATES

REINFORCING STEEL

CONCRETE

WATER ELEVATIONS

PRESTRESSED CONCRETE BEAMS

EXCAVATION FOR END BENTS

DESIGN DATA

FINAL FINISH OF EXPOSED CONCRETE SURFACES

DEFLECTION & SETTLEMENTALLOWANCE FOR DEAD LOAD

SPECIFICATIONS

AND SPECIAL PROVISIONSCOORDINATION OF PLANS, SPECIFICATIONS,

D) No final surface finish required.

All Units Designated Units:

except top of bent caps and piers.

C) Entire surface of designated substructure units,

B) Outside face of exterior prestressed girders.

deck slabs and sidewalks.

and wing walls; outside vertical edge of bridge

approach slab curbs, concrete utility supports,

A) Entire surface of all barrier rails, parapet walls,

checked and designated bridge areas:

Apply the final surface finish on the bridge(s) only to the following


NO.SHEET

BRIDGE PLANS ID

S-2BR0012

REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE

MOTLOW CREEK RDSPARTANBURG

price bid for class of concrete specified in the Plans.

unit price bid for excavation. Include excavation above this in the unit

included for the cap and berm in the above paragraph is paid for at the

If a concrete footing is used for the end bent, the excavation below that

bent caps, in the unit price bid for class of concrete specified in the Plans.

material under superstructure to an elevation twelve inches below tops of end

Include all cost of excavation necessary to construct end bents and to remove

settlement, and vertical curve ordinates.

cambers as necessary to allow for falsework deflection, falsework

40 feet in length, unless otherwise directed by the RCE. Adjust these

slab spans 30 feet in length, and …" for concrete flat slab spans

for concrete flat slab spans 22 feet in length, ‰" for concrete flat

For instantaneous and long-time dead load deflection, use a camber of „"

grade plus the allowance for long-time deflection.

falsework the top of the structure shall conform to theoretical finished

long-time dead load deflection of the span such that on removal of the

for the instantaneous dead load deflection of the span, and for the

for the deflection of the falsework, for any settlement of the falsework,

In setting falsework for reinforced concrete spans, make an allowance

regardless of any adjustments.

(extend up into the deck past the bottom mat of reinforcing steel)

prestressed beams shall meet the requirements for a composite section

Welded studs on steel beams and reinforcing steel extending up out of

thickness or a reduction in the concrete cover over the reinforcing steel.

adjustment on partially loaded beams does not create a change in the deck

loaded beams adjacent to closure pour areas. Verify that any proposed

widening projects, consider and make adjustments as necessary for partially

Prior to making deck pours on any stage construction work, and bridge

dead load deflections.

apply an allowance to the design finished grade to compensate for computed

In setting forms for structural steel or prestressed concrete beam spans,

ANCHOR BOLTS

BEARING ASSEMBLIES

ORIENTATION IN RELATION TO STATIONING

to direction of stationing.

Left and right sides, where referred to in these plans, are in relation

in the unit price bid for reinforcing steel.

Include all costs of furnishing and installing anchor bolt assemblies

assemblies is included in the bent quantities for reinforcing steel.

AASHTO M 232 or ASTM F 2329 as applicable. The weight of anchor bolt

Galvanize all components of anchor bolt assemblies in accordance with

cost in the unit price bid for prestressed beams.

for structural steel is included in the project. Otherwise, include the

components in the lump sum price bid for structural steel if a bid item

Include all cost of furnishing and installing steel bearing assembly

ASTM A 780.

areas and/or damaged areas of the galvanized coating in accordance with

field welding of galvanized bearing assemblies, field repair the weld

with Subsection 710.4.2 of the Standard Specifications. After the required

repair the weld areas and/or any damaged areas to the paint in accordance

After the required field welding of painted bearing assemblies, field

with AASHTO M 111, AASHTO M 232, or ASTM F 2329 as applicable.

NS2 Paint System. Galvanize all other bearing assemblies in accordance

bearing assembly components from weathering steel and paint them using the

If bearing assemblies support weathering steel beams or girders, fabricate

X

CONDUIT IN BARRIER PARAPET

cement in accordance with manufacturer's recommendations.

or molded on each fittings. Connect conduit and fittings using solvent

with UL labels: Conduit - on each 10 foot length; Fittings - stamped

with NEMA TC-3 and UL standard 514B. Furnish conduit and fittings

with the NEMA TC-2 and UL standard 651 and furnish fittings in accordance

Furnish schedule 80 PVC rigid nonmetallic conduits in accordance

with the national electric code (NEC) and as directed by the RCE.

Furnish and install approved conduits and fittings in accordance

required in the unit price bid for 2" Dia. schedule 80 PVC conduit.

expansion/deflection and/or expansion fittings, and any incidentals

Include all costs for furnishing and installing conduit,

barrier parapet.

Provide expansion/deflection fittings at any open joints in the

transition and cap with watertight covers

Extend conduits 6 inches beyond each end of barrier parapet

Use Schedule 80 PVC nonmetallic pipe for conduit.

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

SUMMARY OF QUANTITIES

SUPERSTRUCTURE

SUBSTRUCTURE

SPAN 1

ITEM NO. 7011400

LB

70114006750278

CONDUIT

80 PVC

2.0" SCHEDULE

LF CY

CLASS 4000

STRUCTURES-

CONCRETE FOR

(BRIDGE)

FOR STRUCTURES

REINFORCING STEEL

7031200 7054008 72431007045991

CORED SLABS

3'-0" X 1'-9"

LF LF EA

BEARING

ELASTOMERIC

STRUCTUREW/ 4" PERF. FOR

UNDERDRAIN #789AGGREGATE

TON

54.7

30.2

20

63.1

53.6 12147

13362

400.0 80.0

TOTAL 25509 400.0 80.0 20 84.9

2044000

REMOVAL OF EXISTING CULVERT

existing structure location shall be graded to match existing topography.

for Highway Construction (2007), Section 202. Embankment at the

the existing structure in accordance with SCDOT Standard Specifications

Once traffic has been shifted over to the new bridge structure, remove

CY

8041020 8143000

(BRIDGE DECK)

WATERPROOFING

SY

122.2

122.2

(CLASS B)

RIP-RAP

TON

34.8

30.1

64.9

8142100

58.0

44.9

SECOND METHOD)

(SUBSTRUCTURE-

WATERPROOFING

SY

2028510

DOUBLE CULVERT

EXISTING

DISPOSAL OF

REMOVAL &

EA

1

38.2

2.4

40.6

BRIDGES

FOR

EXCAVATION

ROCK

ABUTMENT 1

ABUTMENT 2

of this structure as an allowance for a future wearing surface.

An extra dead load of 0.015 KSF is incorporated into the design

having Class "B" contact surfaces.

prestressed concrete beams, are designed as slip-critical connections

All bolted connections, except for steel diaphragm members used with

section properties.

and is not included in the slab depth used for the calculation of

The top ‚" of all concrete slabs is considered as a wearing surface

Live Load: AASHTO HL-93 or Alternate Loading

Load and Resistance Factor Design (LRFD) Method

additions and revisions as stated in the Standard Specifications.

ANSI/AASHTO/AWS D1.5 Bridge Welding Code (Latest Edition) with

Specifications for Highway Bridges", 2001 Ed. with 2002 Interims.

Interim Revisions through 2015, and the SCDOT "Seismic Design

AASHTO 2014 LRFD Bridge Design Specifications, 7th Edition, with

RIP RAP

percent may weigh less than 5 pounds.

At least 50 percent shall weigh more than 37 pounds. Approximately 10

Riprap shall be class "B" with stones weighing between 5 and 200 pounds.

BRIDGE DECK WATERPROOFING

(bridge deck waterproofing) of the standard specifications.

system shall be a prepave sheet membrane in accordance with section 814

applied prior to placing the asphalt wearing surface. The waterproofing

The top surface of the cored slabs shall have a waterproofing system

BRIDGE QUANTITIESGENERAL NOTES &160.0

160.0

2103000A

CY

38.5

38.5

77.0

7045991.GD1601 bars in concrete parapet to be included in bid for Item Number2.

A1601 bars in concrete parapet to be included in bid for Item Number 7054008.1. Note:

SLABS)

(APPROACH

FILL

FLOWABLE

2043500

BRIDGES

EXC. FOR

WET & DRY

CY

179.1

99.4

79.7

116.7

build-up level.

unless indicated otherwise in these plans. Construct the top of each

Cast build-ups and shear keys on bent caps monolithic with the cap

tolerances.

than the plan dimensions when required by reinforcing bar fabrication

The minimum acceptable concrete cover for reinforcing steel is •" less

Chamfer all exposed edges ƒ" unless otherwise noted.

adjustment is made for variation in camber.

Payment for concrete in slab is based on theoretical plan quantity. No

is allowed for the performance of this work.

is considered incidental to the Contract and no additional compensation

adjustments to the RCE for approval. All cost of performing this work

are needed. Submit beam camber measurements and any proposed field

the values shown on the Plans to aid in determining if field adjustments

falsework, measure beam cambers. Compare the measured beam cambers to

After erection of the beams and prior to the erection of the deck slab

falsework is removed.

with a non-shrink structural grout suitable for overhead repairs after

When holes are cast in beams to accommodate falsework, fill the holes

class of concrete is not specified in the contract documents.

cast-in-place structural elements, use Class 4000 concrete where the

Provide the class of concrete as noted in the contract documents. For

are cut, and for beams being on a grade.

to correct for concrete shrinkage, concrete shortening when the strands

Beam lengths given are based on horizontal span only. Increase lengths

See sheet S-17 for specified concrete strength.

Do not use lap splices in column and shaft reinforcing steel.

diameter is ± • inch.

The fabrication tolerance for out-to-out dimension of welded hoop

prestressed concrete beams.

135° hook requirement does not apply to stirrups extending from

no less than the larger of ten bar diameters or six inches. This

Provide all ties and stirrups with 135° hooks that have extensions

hoops.

Manual of Standard Practice except for ties, stirrups, and welded

Fabricate reinforcing bars in accordance with the current C.R.S.I.

Grade 60 steel shall be used.

in accordance with SCDOT Standard Drawing No. 702-305-00.

reusable/durable material that is approved by the RCE. Provide numbers

installed. Recess numbers in the concrete using numbers fabricated from

date so that it will not be covered by the guardrail connector when it is

year of completion adjacent to guardrail attachment. Place this completion

bridge and on left side barrier parapet/railing at end of bridge, place

On inside face of right side barrier parapet/railing at beginning of

conditions and seasonal fluctuations.

actual water elevation during construction may vary depending on weather

The water elevations shown in the plans are for information only and the

105.4 of the Standard Specifications.

notes on this sheet and Special Provisions govern over all. See Subsection

the Standard Specifications but the remainder of the plans govern over

Generally, in case of discrepancy, this General Notes sheet governs over

in the Special Provisions.

for Highway Construction, unless otherwise specified on the Plans or

Carolina Department of Transportation 2007 Standard Specifications

Provide all material and workmanship in accordance with the South

A

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establish proper bearing as determined by the owner's engineer.

structures-class 4000 as applicable to the work required to

exc. for bridges, rock excavation for bridges, and concrete for

Payment for this work will be made based upon the unit price of wet & dry

concrete required to provide a level bearing surface for the footings,

geotechnical engineering report. Reinforcing will not be required in the

Competent bedrock shall be that with a bearing capacity listed in the

areas and backfill the excavation with concrete for structures-class 4000.

of spread footings, over excavate to competent bedrock in the affected

If competent rock is not present at the entirety of the bearing surface

(2'-10•")

RAILING WALL

CONCRETE BRIDGE

72.908/19RTSPRG

PRG

RTS

RTS

09/19

08/19

HL


10/8/2019

1

per inch and a maximum of 4 openings per inch.

steel with a minimum wire diameter of 0.050". Provide a rodent screen with a minimum of 2 openings

outlet end of the pipe. Provide rodent screen manufactured from T304 stainless steel or galvanized

Construct the pipe outlet with a pipe joint that is a minimum of 6" and a maximum of 1'-0" from the

1


NO.SHEET

BRIDGE PLANS ID

S-3BR0012

REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE


ASPHALT WEARING SURFACE

SEE ROAD PLANSPAVEMENT SECTION

FULL DEPTH

2'-

0"

VA

RIE

S

1'-0"

2'-

0"

JT.CONST.

(1'-9" DEPTH)CONC. CORED SLAB

1'-0"1'-0"

2'-0"

6"

MA

X.

COARSE AGGREGATEUNCOMPACTED #789

SLOPE PIPE A MINIMUM OF 0.5% TO DRAIN.

L

NOT TO SCALE

PIPE UNDERDRAIN DETAIL

WITH FILTER SOCK

PVC PIPE UNDERDRAIN

C 4" DIA. PERFORATED

BACKWALL

CONCRETE

STEM

ABUTMENT

FILLFLOWABLE

2'-0"

2

1

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

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DETAIL)(SEE PIPE OUTLET

PVC PIPE.AROUND PERFORATEDWRAP FILTER SOCK

FILL SLOPE

AND COUPLER

L PIPE JOINTC

RIP RAP WITH GEOTEXTILE FABRIC

2 TONS OF HAND PLACED

AT PIPE JOINT

PROVIDE RODENT SCREEN

6" MIN.

1'-0" MAX.

for Waterproofing (Substructure - Second Method).

Include all costs for furnishing and installing the Second Method Waterproofing in the unit price bid

Aggregate Underdrain (Aggregate #789) with 4" Perforated Pipe for Structures.

for Riprap, rodent screen, and constructing the outlet as directed by the RCE in the unit price bid for

Sock, #789 Coarse Aggregate, 4" Dia. Non-perforated PVC Outlet Pipe, Riprap, Geotextile Fabric

Include all costs for furnishing and installing the 4" Dia. Perforated PVC Pipe Underdrain, Filter

Sock in accordance with the Special Provisions.

Specifications.Use Geotextile for Drainage Filtration, Class 1 Fabric (Protected) for the Filter

Specifications. Use Uncompacted #789 Coarse Aggregate in accordance with Section 701 of the Standard

Install 4" Dia. Perforated Pipe Underdrain in accordance with Section 802 of the Standard

Notes:

DRAINAGE DETAILS

JT.CONST.

8'-6"

WING WALL

UNDERDRAIN DETAIL)

FILTERSOCK (SEE PIPE

PIPE UNDERDRAIN WITH

4" DIA. PERFORATED PVC

@ 3% MINIMUM

SLOPE DOWN

FOOTING

BY THE RCE.

THE FOOTING AND AS DIRECTED

OUTLET PIPE PLACED 6" ABOVE

4" DIA. NON-PERFORATED PVC

FOOTING

WING WALL

6"

MA

X.

ELEVATION

PLAN NOT TO SCALE

NOT TO SCALE

PIPE OUTLET DETAIL

09/19

PRG RTS 08/19

08/19

RTS

RTSPRG

HL


10/8/2019

*

*

*

*

12

in length of bar

d = incremental change

* TYPE SIZE SERIES

A 16 01

COUPLER

2

b

*

2•" - #16

4•" - #19

*

*

*

*

5" - #1360°

1

Hoop

1

Spacers

a

b

a

a

a

b b

a

b

a

b

ca

b

d

b

d d

a

b

b

a

c

c

a

b

b

d

b

c

a

c

d

c c c

b

d

c

b

a a

b

d

e

b

a

e

d

c

c

b

a

a a

b

c

a

c

a a

a

c

b

a

b

a

b

c

a

b

a

b

b

a

c

d

c

details shall apply, except as noted.

Dimensions shown are out-to-out and Standard C.R.S.I. bending

Notes:

cb

a

4b

e

c

a

c

b b b

a

b

c c

b

bbab bab

c

ab

cae

a

a a a a a

cb

ca

bc c

bc c

c c

9"

1'-1•

"

b

1'-1"

a1'-0†

"

9"

1'-1•

"

b

1'-1"

a1'-0†

"

9"

9‚"

1'-5

Š"

8•"

1'-2‡"

7‚"

2…"

1'-0

‰"

5ƒ

"6‡

"

3•

"

1'-7†

"

1'-0ƒ"

ca

b

d

e

DETAILSREINFORCING BENDING

SOUTH CAROLINA

DEPARTMENT OF TRANSPORTATION

REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET

COUNTY ROUTEMOTLOW CREEK RD

BRIDGE PLANS ID

BR0012 S-4

7•

" - #13

8" - #16

11" - #19

5•" - #16

6•" - #19

2" - #13

BARS WS

1‚

5‡"(Along >)

10d or 6" min.

STANDARD 135° SEISMIC HOOK

BARS CV

REINFORCING STEEL CODE

lap splice.

- 1• turns @ a closed pitch secured by an ultimate welded

- Outside Radius = b/2

- 1†" Inside Radius

3 3

d

BARS A BARS AV BARS B BARS BA BARS C BARS CA BARS D BARS DA BARS DB

BARS H

BARS GCBARS GBBARS GABARS FBBARS FABARS FBARS EABARS E

BARS J BARS JA BARS K BARS L BARS M BARS N BARS R BARS RA BARS RB BARS RC BARS S

BARS UBARS TBBARS TABARS TBARS SDBARS SCBARS SBBARS SA

BARS UA BARS V BARS WP

in length of leg

d = incremental change

4‡"(Along >)

BARS G

4‡"(Along >)

5"(Along >)

BARS EB

2

3

4

4

Approx. Dimension

The fabrication tolerance for welded hoop diameter is ± • inch.

not side by side, to maintain bar clearances.

ultimate mechanical couplers. Use over and under lap splices,

Splice WS and WP bars with either ultimate welded lap splices or

length of the bars to maintain the required concrete cover.

are to the center of the coupler. If necessary, adjust the

otherwise, bar lengths shown in the Reinforcing Steel Schedules

designation of "U" for an Ultimate Coupler. Unless noted

includes a designation of "S" for a standard coupler and a

If a mechanical coupler is required, the reinforcing steel code

and the Standard Specifications.

Structural Welding Code - Reinforcing Steel (Latest Edition)

butt weld conforming to the requirements of AWS D1.4/D1.4M

Ultimate Butt-Welded Splice - Use complete joint penetration

BARS GD

2"

SPARTANBURG

c = maximum length of bars

b = minimum length of bars

a = average length of bars

c = maximum length of bars

b = minimum length of bars

a = average length of bars

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

8•" 6•"

7„

"2'-10•

"

2'-10•

"

9•"

5‡"

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SOUTH CAROLINA


REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET


BRIDGE PLANS ID

BR0012 S-5

BORING LOGS

SPARTANBURG

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

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(1 OF 2)


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SOUTH CAROLINA


REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET


BRIDGE PLANS ID

BR0012 S-6

BORING LOGS

SPARTANBURG

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

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(2 OF 2)


10/8/2019

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET

COUNTY ROUTE

BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

C -L-L

AHEAD STA.

FOUNDATION LAYOUT

L

38'-

6"

8'-6

"

60°00' 00"

60°00' 00"

60°00' 00"

BACKWALLFRONT FACE

BACKWALLFRONT FACE

8'-

6"

8'-6"

8'-

6"

8'-6"

8'-6

"

6Ž"

19'-

3‡

"

19'-

2„

"

6Ž"

38'-

6"

LC FTG.

19'-

2„

"

19'-

3‡

"

LC FTG.

6Ž"

60°00' 00"

60°00' 00"

9'-1‡"

9'-

1‡

"

6Ž"

9'-1‡"

60°00' 00"

5'-

1‡

"

FOOTING PLAN

LENGTH = 40'-3•"

BRG. = N8°0'58"W

C BRIDGE CHORD

SPARTANBURG MOTLOW CREEK RD

S-7

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

4'-3

"

4'-3

" 4'-3

"

2'-1•"

2'-1•"

FLOW

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8'-0„"

8'-0„"

8'-

0„

"

4'-

0„

"

2'-1•"

4'-3

"

2'-1•"

6'-

11‚

"

16'-

0‚

"

15'-

11̂

"

6'-

11‚

"

4'-

3"

4'-

3"

7'-

11„

"

7'-

11„

"

4'-

3"

16'-

0‚

"

15'-

11̂

"

6'-

11‚

"

4'-

3"

3'-

5†

"

7'-

11„

"

4'-

5Œ

"

PRG RTS

HL

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09/19

08/19

RTS

RTSPRG

ABUTMENT 1

ABUTMENT 2

ABUTMENT 1

FRONT FACE BACKWALL@

STA. 18+29.85

BEGIN BRIDGE

W.P. 1

ABUTMENT 2


STA. 18+70.15

END BRIDGE

W.P. 2

-N-


10/8/2019

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET

COUNTY ROUTE

BRIDGE PLANS ID

11x17 plot

SPARTANBURG COUNTY

BR0012

ABUTMENT 1REINFORCING PLAN

FOOTING

SCALE …" = 1'-0"

L

C -L-L

W.P. 1

STA. 18+29.85

AH

EA

D S

TA.

60°00' 00"

C FTG.L

60°00' 00"60°00' 00"

(TYP.)

MIN. SPLICE

1'-9"

6"6"

9'-1‡"

9'-1

‡"

8'-0

„"

FOOTING REINFORCING PLAN - ABUTMENT 1

8'-

6"

3"

3"

(TOP

&

BO

TT

OM)

9 -

A1302

@ 12"

O.C.

3"

8'-0„"

3"

3"

3"

8'-

6"

(TOP

&

BO

TT

OM)

9 -

A1302

@ 12" O.C.

NOTES:


S-8

C BRIDGE CHORD

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

2'-

1•

"

4'-

3"

4'-

3"

46 - J1901 @ 10" SP. (TOP)

92 - J2501 @ 5" SP. (BOTTOM) 3•"3•"

3"

3"

8'-

6"

2'-

1•

"

11- J2201 @ 10" O.C. (TOP)

11- J1301 @ 10" O.C. (BOTTOM)

11- J2201 @ 10" O.C. (TOP)

11- J1301 @ 10" O.C. (BOTTOM)

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1. STEMWALL RENFORCING BARS NOT SHOWN FOR CLARITY. SEE SHEETS

(2-

BA

R

RU

N)

(TO

P

&

BO

TT

OM)

9 -

A1301

@ 12"

CT

S.

PRG RTS

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08/19

PRG

RTS

RTS

09/19

08/19

5'-

1ƒ

"7'-

4Š

"

6'-11‚"6'-11‚" 15'-11ˆ"16'-0ƒ"

31'-11Ž"

6Ž

"

6Ž

"

7'-

4Š

"5'-

1•

"

4'-

0ˆ

"

4'-

0ˆ

"19'-2„"19'-3‡"

38'-6"

7'-11„" 7'-11„"

ABUTMENT 1

BEGIN BRIDGE


OF BACKWALLFRONT FACE


10/8/2019

SOUTH CAROLINA

NO.SHEET

ROUTE

BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

ABUTMENT 2REINFORCING PLAN

FOOTING

SCALE …" = 1'-0"11x17 plot

REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY

L C -L-L

AH

EA

D S

TA.

C FTG.L

60°00' 00"

60°00' 00"

(TYP.)

MIN. SPLICE

1'-9"

6"6"

9'-1

‡"

60°00' 00"

5'-1‡"

FOOTING REINFORCING PLAN - ABUTMENT 2

8'-0

„"

8'-

6"

3"

3"

3"

(TOP

&

BO

TT

OM)

9 -

A1302

@ 12" O.C.

(TOP

&

BO

TT

OM)

9 -

A1303

@ 12"

O.C.

4'-0„"

3"

3"

3"

8'-

6"

NOTES:


S-9

C BRIDGE CHORD

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

2'-

1•

"

4'-

3"

4'-

3"

46 - J1901 @ 10" SP. (TOP)

92 - J2501 @ 5" SP. (BOTTOM)

3"

3"

8'-

6"

2'-

1•

"

6 - J1301 @ 10" O.C. (BOTTOM)

6 - J2201 @ 10" O.C. (TOP) 11 - J1301 @ 10" O.C. (BOTTOM)

11 - J2201 @ 10" O.C. (TOP)

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1. STEMWALL RENFORCING BARS NOT SHOWN FOR CLARITY. SEE SHEETS

(2-

BA

R

RU

N)

(TO

P

&

BO

TT

OM)

9 -

A1301

@ 12"

CT

S.

31'-11Ž"

16'-0ƒ" 15'-11ˆ" 6'-11‚"3'-5†"

7'-

4Š

"5'-

1•

"

4'-

0ˆ

"

6Ž

"

7'-

4Š

"3'-

1•

"

2'-

0ˆ

"

19'-2„"19'-3‡"4'-5Œ"

38'-6"

7'-11„"

6Ž

"

ABUTMENT 2


STA. 18+70.15

END BRIDGE

W.P. 2

OF BACKWALLFRONT FACE

PRG RTS

HL

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PRG

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RTS

09/19

08/19

3•" 3•"


10/8/2019

PLAN

AH

EA

D S

TA

TIO

NS

38'-6"

19'-2„" 19'-3‡"

2'-

0"

2'-

0"

1'-

9ƒ

"

2'-

0"

1'-

9ƒ

"

BOTTOM FTG.

POINT A

POINT B

POINT C

1'-

1•

"9"

1•

"

FRONT FACE

FILL FACE

ELEVATIONSTOP OF END BENT

A

B

C

D

892.06

892.06

893.71

6" 6"

ELEVATION

NOTE:

L

JT. MAT'L

1•" EXP.

JT. MAT'L

1•" EXP.

FIELD BEND

1. SEE SHEET S-12 FOR SECTION A-A

2'-5‰"

4 - A1301

A1301 E.F.

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET

COUNTY ROUTESPARTANBURG MOTLOW CREEK RD

BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

W1 W2

J1302 J1302

LIMITS OF CONC. FTG.

J1302

J1302

A

A

1'-9" MIN. SPLICE (TYP.)

J2202

J2202

1'-10…"

1'-5ˆ"

2'-0"

S-10

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

A1304 E.F.

PO

UR #1

PO

UR #2

PO

UR #3

POINT D

L

-L- STA. 18+29.85FRONT FACE OF BACKWALL

BEGIN BRIDGEW.P. #1

1'-7Œ" 1'-10"

5‹"

1'-2„"

(TYP.) (TYP.)

-L-

1'-4‚" TO

POINT A

POINT B

2'-6ˆ" TO

POINT C

2'-6ˆ" TO

POINT D

1'-4‚" TO

L

2'-10"

1'-5" 1'-5"

3"

6"

3"

1'-

6"

CHORDBRIDGE

17'-9‡" 16'-9Ž"

(TYP.)9" ABOVE CAPTO PROJECT

A2501 DOWELS

L

BRG. PAD (TYP.)FIXED ELASTOMERIC

ƒ" X 6" X 2'-10"

C FIXED BEARING

C

BR

G.

1'-

6"

TO

C FIXED BEARING

FIXED BEARING DETAIL

3. WING WALLS NOT SHOWN IN ELEVATION VIEW FOR CLARITY.

3•"

3•"

3•"

3•"

ABUTMENT 1

34 - J1302 @ 12" O.C.

3•" 3•"

SLAB UNITC CORED

893.71

(LEVEL)EL. 893.71

(LEVEL)EL. 892.06

7'-

0‡

"

EL. 882.99

EL. 884.99TOP FTG.

3•" 3•"

(TOP & BOTTOM)A1301 @ 12" O.C.

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FILL FACE

11"11"

1'-10"

(TYP.) SUPER STRUCTURE

EAGE OF

2. SEE SHEET S-13 FOR DETAILS.

UNIT (TYP.)C CORED SLABL

92 - J2202 @ 5" O.C. (LAP WITH A2201 VERTICAL BARS)

34 - J1302 @ 12" O.C.

4.76%

EL. 893.87

1'-

0"

12"

O.C. (2

BA

R

RU

N)

8'-

A1301 E.F.

@2•

"3"

10

‰"

92 - C2201 @ 5" O.C. FILL FACE & 92 - C2202 @ 5" O.C. FRONT FACE

92 - A2201 @ 5" O.C. EACH FACE ( LAP WITH C2201 + C2202)

46 - J1901 @ 10" O.C. (TOP)

92 - J2501 @ 5" O.C. (BOTTOM)

11"

O.C. (2

BA

R

RU

N)

8'-

A1301 E.F.

@3"

PRG RTS

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08/19

92 - J2202 @ 5" O.C. (LAP WITH A2201 VERTICAL BARS)

EL. 895.52

8'-

8†

"


10/8/2019

ELEVATIONSTOP OF END BENT

A

B

C

D

891.79

891.79

893.58

893.58

1'-

9ƒ

"

1'-

9ƒ

"

2'-

0"

2'-

0"

38'-6"

19'-3‡"

POINT B

POINT C

POINT D

FRONT FACE

FILL FACE

2'-

0"

POINT A

1'-

1•

"9"

1•

"

19'-2„"

AH

EA

D S

TA

TIO

NS

6" 6"

PLAN

ELEVATION

L

FIELD BEND

4 - A1301

A1301 E.F.

NOTE:

JT. MAT'L

1•" EXP.

4.90%

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET


BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

W3 W4

B

B

LIMITS OF CONC. FTG.

J1302

J1302

J1302

1'-9" MIN. SPLICE (TYP.)

JT. MAT'L

1•" EXP.

J2202 J2202

2'-0"

2'-5‰"

1'-10…"

1'-5ˆ"

S-11

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

A1304 E.F.

(LEVEL)EL. 893.58

6'-

11‚

"

PO

UR #2

PO

UR #1

PO

UR #3

-L- STA. 18+70.15FRONT FACE OF BACKWALL

END BRIDGEW.P. #2

L

(TYP.)(TYP.)

-L-

6"

3"

3"

SLAB UNITC CORED

1'-

6"

1'-5" 1'-5"

2'-10"

L

L

POINT A

1'-4‚" TO

POINT B

2'-6ˆ" TO

POINT D

1'-4‚" TO

POINT C

2'-6ˆ" TO

CHORDBRIDGE

1'-7Œ"1'-10"

5‹"

1'-2„"

(TYP.)9" ABOVE CAPTO PROJECT

A2501 DOWELS

BRG. PAD (TYP.)EXPANSION ELASTOMERIC

ƒ" X 6" X 2'-10"

C EXPANSION BEARING

C

BR

G.

1'-

6"

TO

17'-9‡"

1. SEE SHEET S-12 FOR SECTION B-B.

3. WING WALLS NOT SHOWN IN ELEVATION VIEW FOR CLARITY.

BEARINGC EXPANSION

EXPANSION BEARING DETAIL

ABUTMENT 2

3•"

3•" 3•"

34 - J1302 @ 12" SP.

(LEVEL)EL. 891.79

EL. 886.64TOP FTG.

EL. 884.64BOTTOM FTG.

5'-

1Ž

"

3•" 3•"

(TOP & BOTTOM)A1301 @ 12" O.C.

4'-10•"

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2•

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FILL FACE1'-10"

11" 11"

2•" AT TOP OF WALLAS NECESSARY TO PROVIDEFIELD CUT C2201 & C2202

(TYP.) SUPER STRUCTURE@

EDGE OF

34 - J1302 @ 12" O.C.

92 - J2202 @ 5" O.C. (LAP WITH A2202, OR C2201, OR C2202 VERTICAL BARS)

WITH (TYP.)C CORED SLABL

2. SEE SHEET S-14 FOR DETAILS.

EL. 895.39

EL. 893.60

92 - J2202 @ 5" O.C. (LAP WITH A2202, OR C2201, OR C2202 VERTICAL BARS)

12"

O.C. (2-

BA

R

RU

N)

3 -

A1301 E.F.

@

3"

12"

O.C. (2-

BA

R

RU

N)

6 -

A1301 E.F.

@

9"

3"

2•

"6•

"

92 - C2201@ 5" O.C. FILL FACE & 92 - C2202@ 5" O.C. FRONT FACE

81- A2202 E.F. @ 5" O.C. (LAP WITH C2201 & 2202)

46 - J1901 @ 10" O.C. (TOP)

92 - J2501 @ 5" O.C. (BOTTOM)

PRG RTS

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08/19

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10/8/2019

VA

RIE

S

2'-0"

1'-0"

1•" 9" 1'-1•"

2'-

0"

1'-

9ƒ

"

2'-

0"

3"

CL.

2"

CL.

1'-

9ƒ

"2'-

0"

VA

RIE

S

2'-0"

1'-0"

1•"9"1'-1•"

2'-

0"

2"

CL.

SECTION B-B (ABUTMENT 2)SECTION A-A (ABUTMENT 1)

7'-

0‡

" T

O 8'-

8†

"

(E.F., 2-

BA

R

RU

N)

4 - A1301

4 - A1301

(E.F., 2-

BA

R

RU

N)

FILL

FLOWABLE

FILL

FLOWABLE

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

S-12

NO.SHEET


BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

JT.

CONST.

JT.

CONST.

JT.

CONST.

A2501 DOWELLS

A2501 DOWELLS

JT.

CONST.

ABUTMENT SECTIONS

SHOWN FOR CLARITY)

(NOTE: SURFACE COURSE NOT

SECTION, SEE ROAD PLANS

FULL DEPTH PAVEMENT

SHOWN FOR CLARITY)

(NOTE: SURFACE COURSE NOT

SECTION, SEE ROAD PLANS

FULL DEPTH PAVEMENT

8'-6"

5'-6"

(1'-9" DEPTH)

CONC. CORED SLAB

(1'-9" DEPTH)

CONC. CORED SLAB

J2202

J2202

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J2501

A1301

J1901

(TYP.)

2•" CL.

A2201

J1302

2•

" C

L.

@ 9"O.C.

A1304

J1901

5'-

1‡

" T

O 6'-

11‚

"

A2202

J1302

2•

" C

L.

@ 9"

O.C.

A1304

A1301

@ 12"

O.C.

MA

X

A1301

@ 12"

O.C.

MA

X

C2201

C2202

3"

CL.

8'-6"

5'-6"

J2501

A1301

(TYP.)

2•" CL.

C2201

C2202

(TYP.)

2•" CL.

(TYP.)

2•" CL.

PRG RTS

HL

08/19

PRG

RTS

RTS

09/19

08/19

(PO

UR #1)

(PO

UR #2)

(PO

UR #3)

(PO

UR #3)

(PO

UR #2)

(PO

UR #1)

2'-0"

1'-0"6" 6"FOOTING

TOP OF

1" (TYP.)

DETAIL THIS SHEET

SEE SHEAR KEY

DETAIL THIS SHEET

SEE SHEAR KEY

(ABUTMENT STEM ONLY)

SHEAR EKY DETAIL


10/8/2019

PLAN OF WING W1PLAN OF WING W2

ELEVATION OF WING W1


2'-

0"

2'-

0"

3"

8'-3‰"

3"

1'-

0"

1'-

0"

3"

3"

JT. MAT'L

1•" EXP.

2'-1•"

9"

1'-

1•

"

1•

"

JT. MAT'L

1•" EXP.

1'-1

1ƒ"

1'-

1•

"9"

1•

"

A

A

JT. MAT'L

1•" EXP.

JT. MAT'L

1•" EXP.

NO.SHEET

BRIDGE PLANS ID

BR0012

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE

SPARTANBURG COUNTY

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509


Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775


" = 1'-0"21

8'-0"

A

A

8'-3‰"

FILL FACE

8'-0"

CONST. JT.

CONST. JT.

2'-

0"

PO

UR #1

11'-

6"

PO

UR #2

PO

UR #3

CONST. JT.

CONST. JT.

PO

UR #1

2'-

0"

PO

UR #2

4'-

0"

PO

UR #3

A1305 THRU A1313 @ 1'-0" O.C.

STREAM FACE STREAM FACE

EL. 884.99

TOP OF FOOTING

EL. 894.49

TOP OF WINGWALL

EL. 892.06

EL. 892.49

C1601

C1603

C1606

3"

EL. 896.13

TOP OF WINGWALL

EL. 893.71

EL. 892.13

1'-

0"

3"

(ST

RE

AM

FA

CE)

8 - F1301

@ 1'-

0"

O.C.

(FIL

L

FA

CE)

8 - F1302

@ 1'-

0"

O.C.

(ST

RE

AM

FA

CE)

7 - F1305

@ 1'-

0"

O.C.

(FIL

L

FA

CE)

7 - F1306

@ 1'-

0"

O.C.

C1633

F1308 (FILL FACE)

F1307 (STREAM FACE)

F1314 (FILL FACE)

F1313 (STREAM FACE)

A1315 (FILL FACE)

A1314 (STREAM FACE)

NOTE:

1. SEE SHEET S-15 FOR SECTION A-A

FOOTING

LIMITS OF

FOOTING

LIMITS OF

1'-0"1'-0" FILL FACE

WING DETAILSABUTMENT 1

2'-

0"

7'-

6"

EL. 884.99

TOP OF FOOTING

7'-

1†

" 13'-

1†

"

A

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No. 19170

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S-13

2•

" C

L.

2•

" C

L.

A1316

A1317

C1601 THRU C1616 @ 6" O.C.

STREAM FACE

10" O.C.

2-A1313 @

A1315

A1314

C1617 THRU C1632 @ 6" O.C.

2•

" C

L.

2•

" C

L.

A1329

A1330

A1327

A1328

A1317 (FILL FACE)

A1316 (STREAM FACE)

F1304 (FILL FACE)

F1303 (STREAM FACE)

C1602

C1604

C1605

C1607

C1613

C1610

C1612

C1611

C1609

C1615

C1614

C1608

C1616

(ST

RE

AM

FA

CE)

F1309,

F1311

&

F1313 1'-

0"

O.C.

(FIL

L

FA

CE)

F1310,

F1312

&

F1314 1'-

0"

O.C.

A1328 (FILL FACE)

A1327 (STREAM FACE)

F1310 (FILL FACE)

F1309 (STREAM FACE)F1312 (FILL FACE)

F1311 (STREAM FACE)

A1330 (FILL FACE)

A1329 (STREAM FACE)

C1619

C1622

C1620

C1621

C1618

C1617

C1623

C1630

C1627

C1631

C1629

C1628

C1626

C1632

C1625

C1624

1'-

0"

PRG RTS

HL

08/19

PRG

RTS

RTS

09/19

08/19

8'-0"

8'-0"

EL. 882.99

BOTT OF FOOTING

1'-

0"

6'-

6"

1'-

0"

5'-

6"

FILL FACE

2-C1616 @ 10" O.C.

2" C

L.

STREAM FACE

10" O.C.

2 - A1326 @

A1318 THRU A1326 @ 1'-0" O.C.

1-0"

5'-

6"

1'-

0"

6'-

6"

FILL FACE

3-C1633 @ 10" O.C.

2" C

L.

EL. 882.99

BOTT OF FOOTING


10/8/2019

3"

2'-

0"

1'-

0"

JT. MAT'L

1•" EXP.

JT. MAT'L

1•" EXP.

JT. MAT'L

1•" EXP.

JT. MAT'L

1•" EXP.

8'-3‰"

3"

1'-

0"

3"

8'-0"

PLAN OF WING W4

2'-1•"

2'-

0"

1'-

1•

"

9"

1•

"

4'-3‰"1'-1

1ƒ"

1'-

1•

"9"

1•

"

3"

4'-0"

FILL FACE

NO.SHEET

BRIDGE PLANS ID

BR0012

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE

SPARTANBURG COUNTY

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775


" = 1'-0"21

CONST. JT.

CONST. JT.

2'-

0"

B

EL. 894.22

TOP OF WINGWALL

1'-

0"

5'-

7"

9'-

7"

B

EL. 886.64

TOP OF FOOTING

PO

UR #1

PO

UR #2

PO

UR #3

B

B

EL. 886.64

TOP OF FOOTING


CONST. JT.

2'-

0"

PO

UR #3

PO

UR #2

PO

UR #1

EL. 896.00

TOP OF WINGWALL

STREAM FACE

STREAM FACE

@ 1'-0" O.C.

A1331 THRU A1334

A1340 THRU A1348 @ 1'-0" O.C.

1'-

0"

EL. 891.79

EL. 893.58

3"

(ST

RE

AM

FA

CE)

6 - F1315

@ 1'-

0"

O.C.

EL. 892.22

F1318 (FILL FACE)

F1317 (STREAM FACE)

A1337 (FILL FACE)

A1336 (STREAM FACE)

C1642

C1659

A1350 (FILL FACE)

A1349 (STREAM FACE)

F1322 (FILL FACE)

F1321 (STREAM FACE)

3"

EL. 894.50


NOTE:

1. SEE SHEET S-15 FOR SECTION B-B

FOOTING

LIMITS OF

FOOTING

LIMITS OF

PLAN OF WING W3

1'-0"

1'-0"

FILL FACE

WING DETAILSABUTMENT 2

1'-

6"

A

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No. 19170

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S-14

7'-

10

…"

2•

" C

L.

2•

" C

L.

C1634 THRU C1641 @ 6" O.C.

A1338

A1339

2•

" C

L.

2•

" C

L.

C1643 THRU C1658 @ 6" O.C.

A1339 (FILL FACE)

A1338 (STREAM FACE)

C1641

C1640

C1639

C1638

C1635

C1636

C1637

C1634

A1352 (FILL FACE)

A1351 (STREAM FACE)

11'-

4…

"

CONST. JT.

C1657

C1656

C1655

C1658

C1644

C1645

C1646

C1643

C1654

C1653

C1652

C1648

C1649

C1647

C1650

C1651

(FIL

L

FA

CE)

8 - F1320

@ 1'-

0"

O.C.

(ST

RE

AM

FA

CE)

8 - F1319

@ 1'-

0"

O.C.

(FIL

L

FA

CE)

6 - F1316

@ 1'-

0"

O.C.

2'-

0"

PRG RTS

HL

08/19

09/19

08/19

RTS

RTSPRG

1'-

0"

6'-

6"

5'-

6"

1'-

0"

STREAM FACE

@ 9" O.C.

3 - A1335

FILL FACE

@ 9" O.C.

3 - C1642

CL.2"

A1336

A1337

1'-

0"

6'-

6"

1'-

0"

5'-

6"

A1351

A1352

STREAM FACE

@ 10" O.C.

2 - A1348

FILL FACE

@ 10" O.C.

2 - C1659

A1350

A1349

2" CL.


10/8/2019

SECTION A-A (WINGWALLS 1 & 2) SECTION B-B (WINGWALLS 3 & 4)

2'-

0"

2'-

0"

8'-6"

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

FILL FACE

FILL FACE

STREAM FACE

2'-

0" (W

W

1)

4'-

0" (W

W

2)

1'-

6" (W

W

4)

CONST. JT.

CONST. JT.

CL.

CL.

CL.

CL.

3"

CL.

3"

CL.

4"

CL.

4"

CL.

WINGWALL SECTIONS

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

S-15

NO.SHEET


BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

7'-

6" (W

W

1)

2'-

0" (W

W

3)

5'-

7" (W

W

3)

STREAM FACE

PO

UR #2

PO

UR #1

PO

UR #3

CONST. JT.

CL.

2"

CL.

2"

CONST. JT. PO

UR #3

PO

UR #2

PO

UR #1

3"

3"

1'-0"

1'-0"

( ABUTMENT 1 ) ( ABUTMENT 2 )

7'-

10

…" (W

W

4)

7'-

1†

" (W

W

2)

A

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J1301

J2201

A1302

8'-6"

6'-6"

J1301

J2201

2•"

2•"

A1327 THRU A1330 (WW2)

A1314 THRU A1317 (WW1)

C1617 THRU C1633 (WW2)

C1601 THRU C1616 (WW1) A1318 THRU A1326 (WW2)

A1305 THRU A1313 (WW1)

A1302 (WW4)A1303 (WW3)

2•"

2•"

A1349 THRU A1352 (WW4)

A1336 THRU A1339 (WW3)

(WW4)A1340 THRU A1348

(WW3)A1331 THRU A1335

#13 "F

" @ 1'-

0"

CT

S. (E

A.

FA

CE)

#13 "F

" @ 1'-

0"

CT

S. (E

A.

FA

CE)

C1643 THRU C1658 (WW4)

C1634 THRU C1642 (WW3)

PRG RTS

HL

08/19

09/19

08/19

RTS

RTSPRG

1"

3"

3"

1'-0"

FOOTING

TOP OF

DETAIL THIS SHEET

SEE SHEAR KEY

DETAIL THIS SHEET

SEE SHEAR KEY

SHEAR KEY DETAIL( WINGWALLS ONLY )


10/8/2019

SOUTH CAROLINA


REV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET


BRIDGE PLANS ID

BR0012 S-16

SPARTANBURG

MARK REQ'DNO.

LENGTHDIMENSIONS

"a" "b" "c" "d"

A1301 20'-0" 20'-0"

Notes:

A1305

A1307

A1308

A1309

7'-6"

8'-0"

8'-3"

1

1

1

A1302 36 9'-6" 9'-6"

80

A1311 1

A1314 1 1'-9"

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

A1306

A1310

A1315

A1316

A1317

A1318

A1319

A1320

A1321

A1322

A1323

A1324

A1325

A1312

A1313

1

3

1

1

1

1

1

1

1

1

1

1

1

1

3

MARK REQ'DNO.

LENGTHDIMENSIONS

"a" "b" "c" "d"MARK REQ'D

NO.LENGTH

DIMENSIONS

"a" "b" "c" "d"

A1301 20'-0" 20'-0"

A1332

A1334

A1335

A1336

1

3

1

A1302

A1303

18

18

9'-6" 9'-6"

72

1

1

11'-3"

J1301 17

3'-2"

1'-7"

1'-5"

5'-7"2'-0"J2202 92

A1333

A1337

A1338

A1339

A1340

A1341

1

1

1

1

1

1

1

1

1

1

MARK REQ'DNO.

LENGTHDIMENSIONS

"a" "b" "c" "d"

F1320

F1322

F1323

8

F1317

F1319

F1321

8

F1316

SUBSTRUCTURE REINFORCEMENT SCHEDULEABUTMENT 2

1

5'-6"

1 7'-3•"

7'-9"

8'-6"

8'-9"

9'-0"

1'-2"

8'-0"

6'-11"

7'-5"

9'-4"

A1331 1

5'-10"

6'-9"

1'-10"

2'-0"

4'-5"

4'-3"

7'-10"

8'-0"

8'-2"

8'-9"

8'-11"

1

1

6

6 4'-0"

3'-10"

2'-6"

3'-10"

8'-0"

7'-10"

5'-10"

5'-10"

4'-4"

4'-2"

7'-2"

10'-2" 1'-0"

A1329

A1330

A2201

A2501

8'-10"

20

8'-10"

6'-10"

2'-6"

9'-0"

9'-1"

9'-4"

9'-10"

10'-1"

C1635

C1636

C1637

C1638

C1639

C1640

C1641 8'-7" 1'-0" 9'-7"

20

8'-1"

4'-11"

2'-6"

7'-2"

7'-5"

7'-8"

8'-4"

8'-2"

8'-5"

8'-8"

1 1'-9"

8'-10"

7'-6"

5'-6"

1'-10"

2'-0"

1'-9"

1'-10"

1'-9"

2'-0"

1'-2"

1'-7ˆ"

1'-8Ž" 1'-0"

1'-0„"

1'-6‰"

1'-7ˆ"

1'-6‰"

1'-8Ž"

11"

10•"

1'-0"

11"

10•"

SUBSTRUCTURE REINFORCEMENT SCHEDULEABUTMENT 1

6'-8"J1302 34

A

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9'-10"

A1326 10'-11"10'-11"

7'-9"

8'-0"

8'-3"

8'-6"

8'-9"

9'-0"

8'-0"

6'-11"

7'-5"

8'-10"

9'-4"

9'-10"

A1304 12 18'-0" 18'-0"

1

8'-6"

C1601

C1602

C1603

C1604

C1605

C1606

C1607

C1608

C1609

C1610

C1611

C1612

C1613

C1614

C1615

C1616

1'-0"

10'-5"

A1327

A1328

1'-10"

2'-0"

184

1

1

1

1

2'-6"

6'-10"

8'-10"

8'-10"

2'-0"

1'-10"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

8'-10•" 9'-10•"

10'-2•"9'-2•"

10'-0"

10'-1"

9'-5•" 10'-5•"

10'-4"

9'-7"

10'-8•"

10'-7"

9'-8•"

9'-11•" 10'-11•"

10'-10"

10'-3•" 11'-3•"

11'-1"

11'-2"

11'-5"

11'-6•"

11'-10•"

10'-6•"

10'-10•"

9'-6"C1617

22 1'-5"

1'-7"

J2201 22

J1302 34

46

2'-0"92J2202

92J2501

8'-1"

8'-1"

8'-1"

1'-7"

8'-1"

4" 3'-2"

1'-7"

1'-5"

6'-8"

11'-3"

10'-11"

5'-7"

11'-3"

10'-11"

J1901

J1301

11'-5" 1'-0"

9'-0"

9'-3"

9'-9"

10'-8"

11'-2"

6'-9"

C1618

C1619

C1620

C1621

C1622

C1623

C1624

C1625

C1626

C1627

C1628

C1629

C1630

C1631

C1632

C1633

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-6"

9'-6"

10'-0"

10'-3"

10'-11•"

10'-9"

10'-2" 11'-2"

10'-5"

10'-11" 11'-11"

12'-2"

12'-5"

13'-1•"12'-1•"

8'-3"C2201

8'-9" 9'-9"

10'-6"

9'-11•"

11'-5"

11'-8"

11'-8" 12'-8"

11'-10•" 12'-10•"

12'-6" 13'-6"

7'-9"1'-0"6'-9"C2202

F1314

F1312

F1313

F1301

F1302

F1303

F1304

F1305

F1306

F1307

F1308

F1309

F1310

F1311

1

1

1

1

1

1

7

7

1

1

8

8

4'-1"

4'-1"

8'-0"

7'-10"

7'-8"

5'-9"

5'-7"

1'-7"

5'-10"

5'-8"

9'-10"

8'-0"

7'-10"

3'-8"

1'-6‰"

1'-0„"

1'-9"

1'-2"

1'-10"

2'-0"

1'-10"

2'-0"

1'-10"

2'-0"

1'-10"

2'-0"

1'-10"

1'-7ˆ"

1'-2"

1'-9"

1'-6‰"

1'-0„"

1'-7ˆ"

1'-8Ž"

1'-7ˆ"

1'-8Ž"

1'-8Ž"

1'-7ˆ"

10•"

7"

10•"

11"

9'-9"

9'-0"

7"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-7ˆ"

1'-8Ž"

9'-8"

9'-8"

7'-9"

7'-9"

1'-8Ž"2'-0"

3'-6"

1'-5"

1

1

5'-8"

5'-8"

3'-7"

3'-7"

7'-3•"

9'-3•" 9'-3•"

8'-2"8'-2"

1'-9"

1'-2"

7'-10•" 7'-10•"

8'-4•" 8'-4•"

10'-3•" 10'-3•"

A1304 36 18'-0" 18'-0"

A1342

A1343

A1344

A1345

A1346

A1347

C1646

C1647

C1648

C1649

C1650

C1651

C1652

C1653

C1654

C1645

C1644

C1643

C1642

9'-4"

9'-6"

9'-7"

9'-8"

10-4"

10'-5"

10'-6"

10'-7"

10'-8"

10'-9"

A2202

A2501

A1348

A1349

A1350

A1351

A1352

3

160

1

1

1

5'-4•"

6'-3•"

7'-4•"

7'-7•"

8'-4•"

8'-6•"

9'-1•"

1'-2"

7'-11"

2'-6"

4'-11"

7'-11"

8'-1"

1'-2"

1'-9"

9'-1•"

8'-11"

8'-9"

8'-6•"

8'-4•"

8'-2"

8'-0"

7'-10"

7'-7•"

4'-3"

4'-5"

2'-0"

1'-10"

7'-4•"

6'-9"

6'-3•"

5'-10"

5'-4•"

C1634 1

1

1

1

1

1

1

1

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

8'-1•"

6'-11•"

7'-10•"

7'-11•"

9'-1•"

8'-10•"

9'-4"

C1656

C1657

C1658

C1659

C2202 6'-9" 1'-0" 7'-9"

92 6'-9"

11'-9"

C1655

C2201

92

3

3

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

2

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

1'-6"

9'-2•"

9'-11•"

9'-9"

9'-5"

10'-2•"

10'-10•"

10'-11•"

10'-0•"

10'-1•"

10'-2•"

9'-10•"

9'-11•"

10'-3•"

11'-1•"

11'-0•"

11'-2•"

11'-3•"

10'-5"

10'-6"

10'-7"

10'-9"

11'-5"

11'-6"

11-7"

8'-3"

F1318

1

1

5'-5"

5'-3" 1'-2" 1'-0„"

7"

7"

9'-9"

9'-0"

6'-5"

J1901

J2201

46

17

8'-1"

4"

8'-1"

8'-1"

1'-7"

1'-5"

10'-11"

10'-11"

92J2501 8'-1" 1'-7" 11'-3"

1. For Bar Bending Details, see sheet titled "Reinforcing Bending Details".

SUBSTRUCTURE QUANTITIES

ABUTMENT 2ABUTMENT 1UNITITEM

Concrete for Structures - Class 4000

Reinf. Steel for Structures (Bridge)

C.Y.

LB.

62.0 52.5

12,14713,362

POUR #1

POUR #2

POUR #3

FOOTING

ABUTMENT STEM, LOWER PART OF WINGWALL

BACKWALL, UPPER PART OF WINGWALL

33.1 C.Y.

27.3 C.Y.

63.1 C.Y.TOTAL

2.7 C.Y.

CONCRETE QUANTIESABUTMENT 1

CONCRETE QUANTIESABUTMENT 2

POUR #1

POUR #2

POUR #3

FOOTING

BACKWALL, UPPER PART OF WINGWALLS

30.6 C.Y.

20.2 C.Y.

53.6 C.Y.TOTAL

ABUTMENT STEM, LOWER PART OF WINGWALLS

2.8 C.Y.

BILL OF MATERIALSUBSTRUCTURE

9'-10"

8'-11•"

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

2

1

92

92

3

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

11"

11"

11"

11"

7'-10"

PRG RTS

HL

08/19

09/19

08/19

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RTSPRG


10/8/2019

PLAN OF UNIT

1"

10

PR

ES

TR

ES

SE

D

CO

NC

RE

TE

CO

RE

D

SL

AB

UNIT

S

= 30'-

0"

1"

3'-0"

3'-11"

6" 6"

3'-0"

3'-11"

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET

COUNTY ROUTE

BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

60 DEGREE SKEWCONC. CORED SLAB PLAN

40'-0" PRESTRESSED

GD1601

J1307

(2 BAR RUNS)

BARRIER RAIL

VERTICAL CONCRETE

8-A1601 IN

47-GD1601 (SPACED AS SHOWN IN DETAIL ``A'') (TYP. EA. EXT. UNIT)

(2 BAR RUNS)

BARRIER RAIL

VERTICAL CONCRETE

8-A1601 IN

(TYP.)

MAT'L. IN RAIL

C •'' EXP. JT.L

J1307

J1307 J1307

GD1601

GD1601

GD1601(2 BAR RUNS)

BARRIER RAIL

VERTICAL CONCRETE

8-A1601 IN

(2 BAR RUNS)

BARRIER RAIL

VERTICAL CONCRETE

8-A1601 IN

(TYP.)

MAT'L. IN RAIL

C •'' EXP. JT.L

27'-

6" (C

LE

AR

RO

AD

WA

Y)

1'-

2"

1'-

2"

C -L-L

LC BRIDGE C -L-L

LC BRIDGE

LC BRIDGE

C -L-L

SPARTANBURG

40'-0''

MOTLOW CREEK RD

S-17

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

(2 BAR RUNS)A1301 (TYP.)

SPLICE

1'-9"

SHOWN IN DETAIL "A"

J1304 - J1307 PAIRS SPACED AS

6" CTS. = 7'-6"

J1302 PAIRS - 15 SPA. @ J1302 PAIRS - 16 SPA. @ 1'-0" CTS. = 16'-0"

1'-0" 1'-0"

(TYP. EA. SLAB UNIT)

12'' DIA. VOIDS

J1302

SHOWN IN DETAIL "A"

J1304 - J1307 PAIRS SPACED AS

J1302

6" CTS. = 7'-6"

J1302 PAIRS - 15 SPA. @

A

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No. 19170

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GUTTERLINE

(TYP.)

60°-00'-00''

3'-5"

(TYP.)

SPLICE

(TYP.)

RECESS DETAILS

SEE GROUTED

GUTTERLINE

-L- STA. 18+29.85

BEGIN BRIDGE

W.P. #1

ABUTMENT #1

BACKWALL @

FRONT FACE

-L- STA. 18+70.15

END BRIDGE

W.P. #2

ABUTMENT #2

BACKWALL @

FRONT FACE

11'-11''14'-0•'' 14'-0•''

1'-3"

4"

1'-3"

4"

IN 3" HOLE (TYP.)

C 1‚" DIA. TIE ROD

1'-3"

4"

1'-3"

4"

IN 3" HOLE (TYP.)

C 1‚" DIA. TIE ROD

14'-0•''11'-11''14'-0•''

(TYP.)

MAT'L. IN RAIL

C •'' EXP. JT.

(TYP.)

MAT'L. IN RAIL

C •'' EXP. JT.L

PRG RTS

HL

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09/19

08/19

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10/8/2019

(TYP.)CONST. JT.

BARRIER PARAPET

CORED SLAB UNIT

A1601

DETAIL ``A''

2•"

2'-7†"

6"

6"

8•''

1'-

7''

3'-

0"

8•''

@ APPROX. EQ. SPA.

1'-0"

1'-0

"

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET

COUNTY ROUTE

BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

UNIT SIMILAR EXCEPT OMIT GD1601 BARS.

NOTE: EXTERIOR UNIT SHOWN - INTERIOR

(SIMILAR EACH END OF UNIT)

J1304-J1307 BARS SPLAYED

GD1601 @ 1'-0" CTS.9-GD1601 @ 6" CTS.

J1302

GD1601

2-J1301

J1304 (IN PAIRS)

J1305 (IN PAIRS)

J1306 (IN PAIRS)

J1307 (IN PAIRS)

SPARTANBURG

6-J1302 PAIRS @ VARIOUS SPA.

(SEE ' PLAN OF UNIT' FOR LAYOUT)

MOTLOW CREEK RD

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

2-J1601

ƒ" CHAMFER

VOIDS

12" DIA.

2•" DOWEL HOLES

A

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No. 19170

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14'-0•"

2'-7" 8" 8" 2'-7"

6"4"

MIN. SPLICE 1'-6"

4‚"

2-J1302 @ 12" MAX.

4‚"

1•" Cl.

(TYP.)

2-A1301 (LAP W/ 2-A1301)

(TY

P.)

10•

"

3ƒ" 3ƒ"

2-J1302

2-J1302

11'-1•" 11'-1•"

11'-11"14'-0•"

12"12"

4"

VOID (TYP.)12" DIA.

(1 OF 4)CONC. CORED SLAB DETAILS

PRESTRESSED

S-18

2-J1302 @ 6" = 2'-0"

2-J1301 (TYP.)

TYPICAL ELEVATION - 40' CORED SLAB UNIT

ELEVATION - 40' SPAN

GB1601

J1303 AND J1601 BARS NOT SHOWN FOR CLARITY.

TO CLEAR TRANSVERSE TIE RODS.

SHIFT J1302 STIRRUPS AS NECESSARY

NOTES:

L L

DIA. DOWEL HOLES (TYP.)

C BEARING & C 2•"

2-J1302 @ 6" = 2'-0"

40'-0"

11'-3"

PRG RTS

HL

08/19

PRG

RTS

RTS

09/19

08/19


10/8/2019

F.G.

DECK SECTION

Cored Slab

Exterior Cored Slab

Exterior

(Typ.)

Cored Slab

Interior

Asphalt Wearing Surface

GD1601

J1302

EXTERIOR SLAB SECTION

J1301

J1301

1

J1303

J1301

J1301

END ELEVATION

Dowel Holes

> 2•" Dia.

4" 4"

1

Section similar except Shear Key location.)

Interior Slab Section shown (Exterior Slab

Remove all pipes prior to grouting.

NOTES:

in 3" Dia. Hole.

1‚" Dia. Transverse Tie Rod

Barrier Railing

Cast-in-Place

J1303

2-J1601

12" Dia. Void (Typ,)

8•"

1'-2"

5•"

7"

7"

1"

Cl.

1‚

"

Cl.

2•

"

NO.SHEET

BRIDGE PLANS ID

BR0012

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE

SPARTANBURG COUNTY

15'-0"

13'-9"

SPARTANBURG

1'-9"

1'-2"1"

0.06

1'-4" 10"10"

3'-0"

2‡

"

10•

"

1'-9"

10•

"

2•

"

J1302

12" Dia. Void (Typ,)

1'-4" 10"10"

3'-0"

10•

"

1'-9"

10•

"

2•

"1'-2•

"2"

2"

7" 7"3" 3"

@ 2" Cts.

2 Spa.

@ 2" Cts.

2 Spa.

@ 2" Cts.

4 Spa.

3" 3"4" 11"4"11"

1'-6" 1'-6"

(13 STRANDS REQUIRED)

DEBONDING LEGEND

5•"

1'-2"

9•" 9•" 8•"

1'-6"1'-6"

3'-0"

0.06

A1301

A1301

A1301

RELAXATION STRAND LAYOUT" DIA. 270 KSI LOW2

1

DISTANCE OF 2'-0" FROM END OF CORED SLAB UNIT.

BOND SHALL BE BROKEN ON THESE STRANDS FOR A

AT NO ADDITIONAL COST.

BE DEBONDED FOR THE FULL LENGTH OF THE UNIT

IN THE CORED SLAB UNIT, THE STRANDS SHALL

FABRICATOR CHOOSES TO INCLUDE THESE STRANDS

THESE STRANDS ARE NOT REQUIRED. IF THE

OPTIONAL FULL LENGTH DEBONDED STRANDS.

f'c = 6.5 ksi

f'ci = 5.0 ksi

MOTLOW CREEK RD

S-19

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

Sh. S-18

See Detail "B"

(2 of 4) CORED SLAB DETAILS

PRESTRESSED CONCRETE

FOR LOCATIONS OF DECK DRAINS, SEE SH. S-19.

FOR LOCATIONS OF FIXED AND EXPANSION BEARINGS, SEE "BRIDGE PLAN & PROFILE".

BID FOR 3'-0" X 1'-9" CORED SLAB AND/OR 3'-0" X 2'-0" CORED SLAB AS APPROPRIATE FOR THIS PROJECT.

FILLER MATERIALS INCLUDING GROUT, BACKER ROD, AND COLD APPLIED ELASTIC FILLER IN THE UNIT PRICE

INCLUDE ALL COSTS ASSOCIATED WITH FURNISHING AND INSTALLING JOINT, SHEAR KEY, RECESS, AND DOWEL HOLE

WEARING SURFACE.

STANDARD SPECIFICATIONS, TO THE TOP SURFACE OF THE CORED SLAB UNITS PRIOR TO PLACING THE ASPHALT

APPLY A BRIDGE DECK WATERPROOFING SYSTEM, THAT COMPLIES WITH THE REQUIREMENTS OF SECTION 814 OF THE

BID FOR CONCRETE BRIDGE BARRIER PARAPET.

D 2996. INCLUDE ALL COSTS ASSOCIATED WITH FURNISHING AND INSTALLING DECK DRAINS IN THE UNIT PRICE

PROVIDE DECK DRAINS MADE OF 4" NOMINAL DIAMETER FIBERGLASS PIPE MEETING THE REQUIREMENTS OF ASTM

PLACE THE BARRIER PARAPET.

AFTER THE GROUT HAS CURED FOR A MINIMUM OF THREE DAYS, AND HAS ATTAINED THE REQUIRED STRENGTH,

ELASTIC FILLER TO 1•" ABOVE THE TOP OF DOWELS AND FILL THE REMAINING PORTION WITH GROUT.

TRANSVERSE TIE RODS. AT EXPANSION ENDS OF SLAB UNITS, FILL THE DOWEL HOLES WITH COLD APPLIED

GROUT ALL SHEAR KEYS, DOWEL HOLES, AND RECESSES FOR TRANSVERSE TIE RODS AFTER TIGHTENING THE

DOES NOT EXCEED 1‡".

PLACE CORED SLAB UNITS SO THAT THE MAXIMUM TRANSVERSE JOINT WIDTH AT ANY LOCATION ALONG THE BENT

AS APPROPRIATE FOR THIS PROJECT.

ASSEMBLIES IN THE UNIT PRICE BID FOR 3'-0" X 1'-9" CORED SLAB AND/OR 3'-0" X 2'-0" CORED SLAB

SPAN IN CASTING YARD. INCLUDE ALL COSTS ASSOCIATED WITH FURNISHING AND INSTALLING TIE ROD

A 153, OR ASTM F 2329 AS APPLICABLE. TIE RODS ARE TO BE INSTALLED FOR TEST FIT DURING FIT UP OF

OF ASTM A 563, GRADE A. GALVANIZE TIE RODS AND ALL HARDWARE IN ACCORDANCE WITH ASTM A 123, ASTM

WASHERS MEETING THE REQUIREMENTS OF AASHTO M 270, GRADE 36. PROVIDE NUTS MEETING THE REQUIREMENTS

5" X 5" X †" PLATE WASHERS. THREAD 8" ON EACH END OF THE TIE RODS. PROVIDE TIE RODS AND PLATE

TIE ROD ASSEMBLIES INCLUDE A 1‚" DIA. ROD, TWO HEAVY HEX NUTS, TWO LOCKWASHERS, AND TWO

THE CORED SLAB UNITS TO BE PLACED OR STORED ON INTERIOR SUPPORTS CAUSING NEGATIVE MOMENTS.

GROUT THE RECESSES PRIOR TO WATERPROOFING THE TOP SURFACE OF THE CORED SLAB UNITS. DO NOT PERMIT

OF THE ENDS TO LIFT OR HANDLE THE CORED SLAB UNITS. PROVIDE A 1" DEEP RECESS AT THE LIFTING DEVICES.

ALWAYS MAINTAIN CORED SLAB UNITS IN AN UPRIGHT POSITION. USE LIFTING DEVICES LOCATED WITHIN 2'-6"

STRUCTURAL DETAILS, LOCATIONS, AND SPACING FOR THE PROPOSED HOLD-DOWN SYSTEM IN THE SUBMITTAL.

CORED SLAB UNITS, SUBMIT TO THE RCE, DETAILED DRAWINGS OF THE PROPOSED HOLD-DOWN SYSTEM. INCLUDE

THE CONCRETE ATTAINS THE SPECIFIED RELEASE STRENGTH. AT LEAST THREE WEEKS PRIOR TO CASTING THE

MOVING SIDEWAYS. USE A NON-CORROSIVE HOLD-DOWN SYSTEM THAT IS DESIGNED TO REMAIN IN PLACE UNTIL

WHEN CASTING THE CORED SLABS, USE A POSITIVE HOLD-DOWN SYSTEM TO PREVENT THE VOIDS FROM RISING OR

STRANDS UNTIL THE COMPRESSIVE STRENGTH OF THE CONCRETE HAS REACHED THE VALUE SHOWN FOR F'CI.

THE TENSIONING LOAD IN ALL •" DIA. LOW RELAXATION STRANDS IS 30.982 KIPS. DO NOT RELEASE THE

USE REINFORCING STEEL THAT CONFORMS TO ASTM A 706 GRADE 60.

USE PRESTRESSING STRANDS THAT CONFORM TO THE LATEST AASHTO M 203 FOR GRADE 270 (LOW RELAXATION).

3'-0" X 1'-9" CORED SLAB AND/OR 3'-0" X 2'-0" CORED SLAB AS APPROPRIATE FOR THIS PROJECT.

STRANDS, AND REINFORCING STEEL CAST INTO THE CORED SLAB UNITS IN THE UNIT PRICE BID FOR

INCLUDE ALL COSTS ASSOCIATED WITH FURNISHING, FABRICATING, AND PLACING CONCRETE, PRESTRESSING

UNITS. SUBMIT SHOP DRAWINGS IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS.

ADDITIONAL REQUIREMENTS AND INFORMATION REGARDING PRESTRESSED CONCRETE CORED SLAB

SEE SECTION 704 OF THE STANDARD SPECIFICATIONS AND THE SPECIAL PROVISIONS FOR

1'-2" 1"

30'-0"

13'-9"

15'-0"

(Looking Ahead Station)

2…

"

@

>

Bearing

Bearing

2…

"

@

>

> Bridge

A

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No. 19170

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(SEE S-20)

Drain

4" Deck

(Typ.)

(SEE S-20)

Shear Key

PRG RTS

HL

08/19

09/19

08/19

RTS

RTSPRG


10/8/2019

ELEVATION

PLAN

CROSS SECTION

TOLERANCESf

j

g

c

a

b

10'

i

i

m

m

m

e

d

‚" in 10'

+…" to -„"

ƒ" max.

ƒ" max.

‚" in 10',

h

k

e

ELASTOMERIC BEARING DETAILSFIXED END EXPANSION END

(60 Durometer)

Pad

> Bearing

Holes

> 2•" Dia.

Bearing Pad

Elastomeric

e

i

Position of Dowel Holes: Deviation from plan position

Width: Differential of adjacent spans in the same structure

Bearing Area: Deviation from plan surface

j Local Smoothness

k Horizontal Position of holes for Transverse Tie Rods

l Vertical Position of holes for Transverse Tie Rods

m Position of Strands

members of the same span

h Camber: Differential between high and low

h Camber: Differential between adjacent units

line parallel to the center line of member

g Horizontial Alignment: Deviation from a straight

(horizontal or vertical) or designated skew

f Square Ends: Deviation from square

Position of Void Ends: Longitudinal

ePosition of Voids: Horizontal

d Position of Voids: Vertical

b Width

a Depth

c Length (Length of adjacent cored slab units must be within ± ‚".)

± ‚"

± „" per 10'

± …"

± …"

± 1"

± ‚"

± …"

± ‚"

± ƒ"

± ˆ"

± •"

± …"

± ‚"

6"

2'-10"

6"

6"

ƒ"

3"

3"6"

ƒ"

6"

6"

2'-10"

3"

3"

l

NO.SHEET

BRIDGE PLANS ID

BR0012

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

COUNTY ROUTE

SPARTANBURG COUNTY

> Bearing

Asphalt Wearing Surface

Bearing Pad

Elastomeric

…"

…"

ƒ"

ƒ"

4"

3"

SHEAR KEY DETAILA

A

END OF CORED SLABPART ELEVATION AT

PRETENSIONED STRANDGROUTED RECESS AT END OF

Strand

Prestress

on vertical surfaces.

formulated for applications

Epoxy Mortar especially

Fill the recess with

Cored Slab

End of

‚"

‚"

4‚

"

5‚"

ELEVATION VIEWSECTION B-B

BB

4"

13'-9" to

23"±

DRAIN DETAIL

6"

SECTION AT END BENT

1"

Exterior Cored Slab

Outside face ofwith grout

Fill recess

1'-2"

1"

Level

1

2

1

Notes:

SECTION A-A

Const. Jt.

(Deck Drains not shown)

> Bridge

Tie Rod

for Transverse

3" Dia. Hole

2†"

with 1…" Dia. hole.

> 5" x 5" x†" P washer

and lock washer.

Heavy Hex Nut

A2501 Dowels (Typ.)

> 2•" Dia. Dowel Hole

of Exterior Cored Slabs.

Note: Omit Shear Key on Outside Face

See Section C-C

1•" Joint

See Sheet S-1

Flowable Fill

2"

1•" Exp. Jt.or > Bent

> End Bent

Backer Rod

> 2" Dia.

Elastic Filler

Cold Applied

SECTION C-C

ƒ"

ƒ"

ƒ"

ƒ"

L

End of cored slab

(Without Approach Slab)

slab (Typ.)

End of cored

Transverse Tie Rod

> 1‚" Dia.

Voids (Typ.)

12" Dia.

1"

1„

" Œ"

Œ"

1„"

Œ" Œ"

SPARTANBURG

1'-6"

1'-7"

1'-3"

9"

9"

See Road Plans

Pavement Section

Full Depth

SECTION THRU BARRIER RAILING2"

Cl.

2•" Cl.

2'-10•

"

Min.

3

Spa

@ 8•

"3 •

"

2'-8"

Min.

(Typ.)

A1601

2" Cl.

S-20

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

DETAIL "B"

1'-10"

1'-10"

(3 of 4) CORED SLAB DETAILS


MOTLOW CREEK RD

Holes

> 1‚" Dia.

Drain

4" Dia. Deck

forming of the barrier parapet.

to provide coupling for deck drains that facilitates slip

At no additional expense to the County, it is permissible

positive drainage. Place asphalt to provide positive drainage.

placing the drain on a bed of grout and sloping to provide

on traffic side. Raise the traffic end of the drain •" by

Place end of deck drains flush with face of barrier parapet

Field bend "A16" bars at taper.

Adjust bottom "A16" bars to clear deck drains.

For additional notes and details see Sh. S-17.

Backwall

@ Front Face of

Begin or End Bridge

S-17 for Layout)

Spa. (See sheet

GD1601 @ Var.

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Concrete Back Wall

PRG RTS

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09/19

08/19

RTS

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1'-2" 8"

A

Wing Wall

1'-2"

6•

"

6"

1ƒ"

A

Conduit

2" Dia. PVC

Beg. or End Bridge

Connection

Thrie Beam Guardrail

1'-0"

End of Railing Wall

PLAN

ELEVATION

Wall for ‡" Dia. Bolts

> 1" Dia. Holes thru Railing

(Reinforcing not Shown)

1•

"

1'-0"

Bridge Deck2"

Two 2" Dia. PVC Conduits

1'-0"

4 sp.

@ 3

Ž"

or Wearing Surface

Top of Deck

1'-0"

(Reinforcing not Shown)

CONCRETE RAILING WALL DETAILS


10/8/2019

" = 1'-0"43

SOUTH CAROLINAREV.

REV.

REV.

REVIEWED

QUAN.

DR.

DES.

BY CHK. DATE

NO.SHEET


BRIDGE PLANS ID

SPARTANBURG COUNTY

BR0012

423 467 8401

865 546 5800

606 248 6600

Tri-Cities, TN

Knoxville, TN

Middlesboro, KY

Charleston, SC

843 974 5650

Atlanta, GA

770 627 3509



Boone, NC

828 355 9933

704 357 0488

Charlotte, NC

919 977 9455

Raleigh, NC

828 253 2796

Asheville, NC


864 574 4775

40' Units

S-21

QUANTITIES

GD1601

1'-9"

2'-8"

1'-4"

1'-4"

8'-4"

4'-5"

5'-4"

A1301

J1301

J1302

2'-8" 6'-10"J1303

47

5.8

520

549

ITEM

LENGTHDIMENSION

"b" "c" "d""a"

•" Dia. L.R. Strands

8

4

4

Reinforcing Steel

Concrete, Class 6500

Camber at Erection (Slab alone in place)

Final Camber ‹"

Deflection due to Barrier Parapet and Asphalt Wearing Surface

1

1

CY

UNIT

LB

LF

5.7

520

549

Œ"

ITEM TOTALUNIT

LF

EA 20

LB

LF

ESTIMATED QUANTITIES - ONE 40' SPAN

MARK

QUANTITIES

11'-9" 11'-9"A1601

ITEM

LENGTH"b" "c" "d""a"

32

UNIT

LB

LF

TOTAL

392

Length of Barrier Parapet 40.0

INTERIOR EXTERIOR

3'-0" x 1'-9" Cored Slab

Elastomeric Bearing

Reinforcing Steel for Structures (Bridge)

Concrete Bridge Barrier Parapet

ONE 40' BARRIER PARAPET

BILL OF MATERIALONE 40' CORED SLAB UNIT

BILL OF MATERIAL

DEAD LOAD DEFLECTION & CAMBER

For Infor

mation

Only -

Paid for as

Cored

Slab

„"

80.0

REQ'D.

TOTAL

REQ'D.

TOTAL

1'-5•"

MARK

(4 of 4)CORED SLAB DETAILS


400

J1601 8 2'-7" 6" 3'-7"

J1304

J1305

J1306

J1307

4

4

4

4

1'-4"2'-9" 5'-5"

5'-6"

5'-7"

5'-9"

1'-4"

1'-4"

1'-4"

2'-11"

3'-1"

2'-10"

40'-0"

(NOT TO SCALE)

LEFT GUTTERLINE

RIGHT GUTTERLINE

-L-

DECK DRAIN SPACING

40'-0"

LENGTH

2

TOTAL

CORED SLABS REQUIRED

NUMBER TOTAL LENGTH

EXTERIOR

INTERIOR 8

10

40'-0"

80'-0"

400'-0"

320'-0"

40'-0"

5'-0"5'-0" 5'-0"5'-0"3 SPA. @ 10'-0"3 SPA. @ 10'-0"

DRAIN

4" DECK

Epoxy Coated Reinforcing Steel

GUTTERLINE ASPHALT THICKNESS & RAIL HEIGHTAsphalt Overlay Thickness Rail Height

@ Mid-Span @ Mid-Span

LBEpoxy Coated Reinf. Steel -

20'-7" 20'-7"

bar, see sheet titled "Reinforcing Bending Details".

and are epoxy coated.For dimensions of GD1601

GD1601 bars required for exterior units only,

408

LBEpoxy Coated Reinforcing Steel for Structures (Bridge)

5490

* Quantity Does Not Include A1601 Reinforcing Steel bars for Parapet

"•1 "„2'-10

BRIDGECL

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98

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08/19

09/19

08/19

RTS

RTSPRG


10/8/2019

Documents

31440-08 Final Roadway Jerry Seal 8-27-20