Plans_&_Drawings_Bridge_Replacement_-_Big_Creek.pdf

Standard Division Bridge

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TxDOT

HIGHWAY

SHEET NO.

C TxDOT

CONT

o f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d is m a d e b y

T x

D O

T f o r a n y p u r p o s e w h a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s io n

T e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

"T e x a s

E n g in e e r in g

P r a c t ic

A c t

N r r a n t y o f a n y

D I S

C L

A I

M E

R

F I L E

D A

T E

SPSB-24

24' ROADWAY

(TY SB12 OR SB15)

SLAB BEAM SPANS

PRESTRESSED CONCRETE

TxDOT TxDOT

.0

O v e r a ll

.0

R o a d w a y

.0

.0

.0

.0

F a c e o f r a il

F a c e o f r a il f o r j o in t t y p e

S e e

B r id g e

L a y o u

3"

A

5T

25.000' thru 50.000' Spans

3"

A for joint type

See Bridge Layout

Bars A at 6" Max Spacing

Bars T 2" cover

(Typ)

55T

� Slab Beam #1

� Slab Beam #5

� Structure

TYPICAL TRANSVERSE SECTION

DEFLECTION DIAGRAM

DEAD LOAD

BAR TABLE

HL93 LOADING

TABLE OF VARIABLE VALUES

Length

Span

Type

Beam Deflection

Dead Load

Depths

Section 3

BAR

A

T

SIZE

#5

#4

(Typ)

3"

1'-0"

26'-0" Overall Width

13'-0" 13'-0"

24'-0" Roadway for slopeSee Layout Face of rail at 12" Max

Bars T

Detail "A"

5" Min T A

(Typ)

End cover

Face of rail6

1'-0"

"2

"4 34'-11

"16

"4 34'-11

"16

"4 34'-11

"16

"4 34'-11

"16

"4 34'-11

" 2 12 "Y" at � Brg"X" at � Brg

� Structure c

Pt4

"B ""A

� Span

"B""A"

1'-6"

"Y""X"

0.004

0.008

0.013 40

0.002

6"

"2

"2 11'-5 "2

"4 11'-5

Ft/In

"2

11'-6 5SB12

0.021 0.015

5SB12

5SB12

5SB12

0.003 25 5SB15

5SB15

"2 11'-8

"4 31'-8

"2 11'-9

5SB15

0.047 7" 1'-10"

5SB15

5SB15

5SB15

"2 11'-8

0.022 0.030

0.006

0.011

0.019

0.034

"4

"2

"4 11'-8 "4

"2

"2

0.004

0.008

0.026

Ft In1

"4 15 0.005

0.011

0.036

FtFt

Beam #1

Slab

Beam #5

Slab

PLAN

January 2017

Face of backwall or � bent Face of backwall or � bent

DETAIL "A"

Cast-in-place slab slab beam

Top of rest on tops of beams.

Slab forms may not

Form slab to here.

slab beam

Top of adhesive as required.

Secure with compatible may be used as form.

larger than joint)

Backer rods (25%

� Bearing

Sym about

CONTINUOUS SLAB DETAIL

Bars A 3" 3"

Cast-in-place slab approved by the Engineer.)

Lock, or equal as

Cap, Zip Strip, Stress joint former (Stress

" vinyl or plastic2

" Groove4 beam

Slab

� Bent through joint.

continuous

Bars T are

TYPE A JOINT DETAIL

Silicone sealant

Backer rod or abutment backwall approach slab, Cast-in-place slab, " R4 1Tool

Cast-in-place slab

1" material bituminous fiber

1" preformed

122.50

147.50

1,820

2,180

172.50

1,040 197.50

1,170 222.50

1,300 247.50

3,280

3,640

2,910

2,550

LENGTH

SPAN

TABLE OF ESTIMATED QUANTITIES

SFFt Lb

STEEL

REINF

TOTAL

LF

INT BT

TO

ABUT

ABUT

TO

ABUT

INT BT

TO

INT BT

122.50

147.50

172.50

197.50

222.50

LF

122.50

147.50

172.50

197.50

222.50

247.50

LF

247.50

4 4

(5SB12 OR 5SB15)

SLAB BEAM

PRESTR CONC

BEAM)

(SLAB

SLAB

CONCRETE

REINF

GENERAL NOTES:

Designed according to AASHTO LRFD Bridge Design Specifications.

Two- or three-span units, with slab continuous over interior bents, may be formed with the details shown on this sheet.

See applicable rail details for rail anchorage in slab.

This standard does not support the use of transition bents.

Cover dimensions are clear dimensions, unless noted otherwise.

MATERIAL NOTES:

Provide Class S concrete (f’c = 4,000 psi).

Provide Class S (HPC) concrete if shown elsewhere in the plans.

Provide Grade 60 reinforcing steel.

Provide bar laps, where required, as follows:

Uncoated ~ #4 = 1’-7” ~ #5 = 2’-0”

Epoxy coated ~ #4 = 2’-5” ~ #5 = 3’-0”

Deformed welded wire reinforcement (WWR) (ASTM A1064) of equal size and spacing may be substituted for Bars A or T unless noted otherwise.

TxDOT psbste30-17.dgn may vary. Adjust based on field verification.

shown are theoretical and actual dimensions slab only (E = 5,000 ksi). Calculated deflections

NOTE: Deflections shown are due to concrete

Superstructures".

feet. Type A joints are subsidiary to Item 422, "Concrete

A expansion joints, the maximum distance between joints is 100

See Bridge Layout for expansion joint locations. If using Type

Engineer to determine allowable hours for sealant application.

when ambient temperature is between 55°F and 85°F and rising.

Class 7 silicone sealant that conforms to DMS-6310. Install permitted. Top of backer rod must be convex as shown.

multiple pieces to create a backer rod cross section is not

" backer rod must be compatible with joint sealant. Use of 4 cross-slopes within the structure.

This standard does not provide for changes in roadway continuous through Joint. See "Continuous Slab Detail".

Where slab is continuous over Interior Bents, Bars T are

Fabricator will adjust beam lengths for beam slopes as required.

Contractor will adjust these values for any vertical curve.

5" cast-in-place concrete slab and a constant grade. The

Based on theoretical beam camber, dead load deflections of factor of 2.8 Lbs/SF.

Reinforcing steel weight is calculated using an approximate

SB15 beams within the same structure.

These standards do not provide for the use of both SB12 and

See Bridge Layout for beam type used in the superstructure.

Bridge

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f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d e b y

T x

D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

"T e x a s

E n g in e e r in g

P r a c t r r a n t y o f a n y

D I S

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F I L E

D A

T E

NO.

BEAM

TYPE

BEAM

SIZE "e"

LC

"e"

END

PRESTRESSING STRANDS

OPTIONAL DESIGN

STRUCTURE

CONCRETE

STRGTH

(in) (in) (in) (in)(ksi) fpu

NO.

TOTAL

DESIGNED BEAMS (STRAIGHT STRANDS)

STRGTH

COMP

28 DAY

MINIMUM

(ksi) f'c3 6 9 12 15TOTAL

(ft from end)

DE-

BONDED

DEB

NO.

TOT

BOTTOM

FROM

DIST

PATTERN

STRAND

STD

NON-

(ksi) f'ci

STRGTH

RELEASE

1 L

(SERVICE I)

(TOP C)

STRESS

COMP

LOAD

DESIGN

L

(SERVICE III)

(BOTT C)

STRESS

TENSILE

LOAD

DESIGN

(STRENGTH I)

CAPACITY

MOMENT

ULTIMATE

MINIMUM

REQUIRED

ShearMoment

FACTOR

DISTRIBUTION

LIVE LOAD

DEBONDED TO

NUMBER OF STRANDS

50 ALL 4SB15 18 0.6 270 5.00 5.00 4 2.50 18 4 2 2 0 0 0 4.000 5.000 2.665 -3.115 998 0.340 0.340

45 ALL 4SB15 14 0.6 270 5.00 5.00 2 2.50 14 2 2 0 0 0 0 4.000 5.000 2.166 -2.542 823 0.340 0.340

40 ALL 4SB15 12 0.6 270 5.00 5.00 0 2.50 12 0 0 0 0 0 0 4.000 5.000 1.729 -2.043 675 0.340 0.340

SB15 BEAM 35 ALL 4SB15 8 0.6 270 5.00 5.00 0 2.50 8 0 0 0 0 0 0 4.000 5.000 1.346 -1.605 545 0.340 0.340

30' ROADWAY 30 ALL 4SB15 6 0.6 270 5.00 5.00 0 2.50 6 0 0 0 0 0 0 4.000 5.000 1.017 -1.231 438 0.350 0.350

25 ALL 4SB15 6 0.6 270 5.00 5.00 0 2.50 6 0 0 0 0 0 0 4.000 5.000 0.723 -0.888 431 0.350 0.350

40 ALL 4SB12 14 0.6 270 3.50 3.50 0 2.50 14 0 0 0 0 0 0 4.000 5.000 2.205 -2.758 640 0.340 0.340

SB12 BEAM 35 ALL 4SB12 10 0.6 270 3.50 3.50 0 2.50 10 0 0 0 0 0 0 4.000 5.000 1.711 -2.169 518 0.340 0.340

30' ROADWAY 30 ALL 4SB12 8 0.6 270 3.50 3.50 0 2.50 8 0 0 0 0 0 0 4.000 5.000 1.277 -1.646 407 0.340 0.340

25 ALL 4SB12 6 0.6 270 3.50 3.50 0 2.50 6 0 0 0 0 0 0 4.000 5.000 0.904 -1.187 341 0.340 0.340

50 ALL 5SB15 22 0.6 270 5.00 5.00 6 2.50 22 6 4 2 0 0 0 4.000 5.000 2.643 -3.073 1227 0.420 0.420

45 ALL 5SB15 18 0.6 270 5.00 5.00 2 2.50 18 2 2 0 0 0 0 4.000 5.000 2.149 -2.508 1013 0.420 0.420

40 ALL 5SB15 14 0.6 270 5.00 5.00 0 2.50 14 0 0 0 0 0 0 4.000 5.000 1.725 -2.032 842 0.430 0.430

SB15 BEAM 35 ALL 5SB15 10 0.6 270 5.00 5.00 0 2.50 10 0 0 0 0 0 0 4.000 5.000 1.343 -1.598 680 0.430 0.430

28' ROADWAY 30 ALL 5SB15 8 0.6 270 5.00 5.00 0 2.50 8 0 0 0 0 0 0 4.000 5.000 1.007 -1.212 570 0.430 0.430

25 ALL 5SB15 8 0.6 270 5.00 5.00 0 2.50 8 0 0 0 0 0 0 4.000 5.000 0.716 -0.874 529 0.430 0.430

40 ALL 5SB12 18 0.6 270 3.50 3.50 0 2.50 18 0 0 0 0 0 0 4.000 5.000 2.200 -2.744 799 0.430 0.430

SB12 BEAM 35 ALL 5SB12 12 0.6 270 3.50 3.50 0 2.50 12 0 0 0 0 0 0 4.000 5.000 1.708 -2.159 647 0.430 0.430

28' ROADWAY 30 ALL 5SB12 10 0.6 270 3.50 3.50 0 2.50 10 0 0 0 0 0 0 4.000 5.000 1.276 -1.639 508 0.430 0.430

25 ALL 5SB12 8 0.6 270 3.50 3.50 0 2.50 8 0 0 0 0 0 0 4.000 5.000 0.903 -1.184 444 0.430 0.430

50 ALL 5SB15 24 0.6 270 5.00 5.00 8 2.50 24 8 4 4 0 0 0 4.000 5.000 2.680 -3.153 1276 0.440 0.440

45 ALL 5SB15 18 0.6 270 5.00 5.00 2 2.50 18 2 2 0 0 0 0 4.000 5.000 2.179 -2.574 1054 0.440 0.440

40 ALL 5SB15 14 0.6 270 5.00 5.00 0 2.50 14 0 0 0 0 0 0 4.000 5.000 1.739 -2.068 864 0.440 0.440

SB15 BEAM 35 ALL 5SB15 10 0.6 270 5.00 5.00 0 2.50 10 0 0 0 0 0 0 4.000 5.000 1.361 -1.640 708 0.450 0.450

24' ROADWAY 30 ALL 5SB15 8 0.6 270 5.00 5.00 0 2.50 8 0 0 0 0 0 0 4.000 5.000 1.020 -1.244 574 0.450 0.450

25 ALL 5SB15 8 0.6 270 5.00 5.00 0 2.50 8 0 0 0 0 0 0 4.000 5.000 0.725 -0.897 551 0.450 0.450

40 ALL 5SB12 18 0.6 270 3.50 3.50 0 2.50 18 0 0 0 0 0 0 4.000 5.000 2.218 -2.796 820 0.440 0.440

SB12 BEAM 35 ALL 5SB12 14 0.6 270 3.50 3.50 0 2.50 14 0 0 0 0 0 0 4.000 5.000 1.730 -2.219 675 0.450 0.450

24' ROADWAY 30 ALL 5SB12 10 0.6 270 3.50 3.50 0 2.50 10 0 0 0 0 0 0 4.000 5.000 1.292 -1.685 530 0.450 0.450

25 ALL 5SB12 8 0.6 270 3.50 3.50 0 2.50 8 0 0 0 0 0 0 4.000 5.000 0.914 -1.217 448 0.450 0.450

"8 72 "8

72 10 Spa at 2""8

1"1"

"8

10 Spa at 2" "8

4.5

2.5

13 Spa at 2"13 Spa at 2"

H F

EG

J

I

D B

"8

1"

2.5

"8

AC

1"

10 Spa at 2"

K

B

10 Spa at 2"

FD

"8

GE KI

JH

CA

L

13 Spa at 2" 13 Spa at 2"

1"1"

NNL

4.5

MM

TxDOT 4SB15 SLAB BEAM TxDOT 5SB15 SLAB BEAMTxDOT 4SB12 SLAB BEAM TxDOT 5SB12 SLAB BEAM

1"1"

PRESTRESSED CONCRETE

SLAB BEAM STD DESIGNS

(TY SB12 OR SB15)

24', 28' & 30' ROADWAY

PSBSD

HL93 LOADING

January 2017

SRW BMP SFS SDB

LENGTH

SPAN

DESIGN NOTES:

FABRICATION NOTES:

(ft)

DEBONDED STRANDS PER ROW

STRANDS

NO. OF

Portion of full HL93.

Optional designs must likewise conform.

Tension = 0.24 f'ci

Compression = 0.65 f'ci

Based on the following allowable stresses (ksi):

H F

EG

J

I

D B

ACK

B FD

GE KI

JH

CA

H F

EG

J

I

D B

ACK

B FD

GE KI

JH

CA

LNNL

MM

H F

EG

J

I

D B

ACK

B FD

GE KI

JH

CA

working outward, with debonding staggered in each row.

symmetrically about the vertical centerline. Increase debonded lengths

Do not debond strands in position "A". Distribute debonded strands

3) Space strands as equally as possible across the entire width.

2) Place strand symmetrically about vertical centerline of beam.

1) Locate a strand in each "A" position.

then row "4.5". Place strands within a row as follows:

system unless a non-standard strand pattern is indicated. Fill row "2.5", Locate strands for the designed beam as low as possible on the 2" grid dated by a Professional Engineer registered in the State of Texas.

optional design submittals and shop drawings must be signed, sealed and either the designed beam or an approved optional beam design. All

When shown on this sheet, the Fabricator has the option of furnishing

Strand debonding must comply with Item 424.4.2.2.2.4.

Full-length debonded strands are not permitted in positions "A" and "B".

Use low relaxation strands, each pretensioned to 75 percent of fpu.

Provide Grade 60 reinforcing steel.

Provide Class H concrete.

relative humidity of 60 percent. Optional designs must likewise conform.

Prestress losses for the designed beams have been calculated for a

Designed according to AASHTO LRFD Bridge Design Specifications.

fct (ksi) fcb (ksi) (kip-ft) psbsts08-17.dgn

Bridge

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TxDOT TxDOT TxDOT TxDOT

CONCRETE PAVEMENT

BRIDGE APPROACH SLAB

CONTApril 2019

BAS-C

o f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d e b y

T x

D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

"T e x a s

E n g in e e r in g

P r a c t r r a n t y o f a n y

D I S

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A I

M E

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F I L E

D A

T E

PLAN

Conc Pavement

E (#5 at 12")

F (#5 at 12")

20'-0"

PLAN

this dimension details for

See structure

"2

F

A D

GE

T B

"2

CL Structure

D A

T B

(Typ)

Joint Detail

See Isolation

BAR SIZE

#8 A

#5 B

#5 D

#5

#5

E

#5

F

G

TABLE

BAR

14"

45°

Top of Slab)

(Flush with

Approach Slab

Approach Slab

"2

Joint Detail

Construction

See Sealed

V a r ie s

SECTION D-DSECTION B-B SECTION C-C

T #5

6'-0"

2 2

20'-0"

Bars B (top) and D (bott)

Spaced at 12" Max

2" 2"

B (top)

D (bott)

G

Bars B (top) and D (bott)

Spaced at 12" Max

2"

2"

TRANSVERSE SECTION

Typical section At support slab

12" Max

F, Spa at12" Max

E, Spa at reinforcement standard for

See RW(TRF)

Joint Detail

Construction

See Sealed

D A

B TB T

D A

2" TypA

B TD B

DA

D

B T

G

B T

A

D

JOINT DETAIL

CONSTRUCTION

SEALED

2'-0"

3'-0"

Uncoated

Epoxy coated Min Lap

5'-0"

2'-6"

12" Max

F, Spa at

G

12" Max

E, Spa at

W id t h p p r o a c h

S la b

(f t id t h p p r o a c h

S la b

(f t

SECTION A-A

CIP RETAINING WALL

SHOWING WINGWALL OR

SHOWING MSE WALL

W = Width of Approach Slab (ft) rod

Backer

"2

ISOLATION JOINT DETAIL

S u p p o r t s la b

T y p s e c t io n

Joint Detail

See Isolation

APPROXIMATE QUANTITIES

GENERAL NOTES:

5"

4'-8"2'-4"

BARS E (#5) BARS F (#5)

A

A

B

B

A

A

D

D

C

C

A

A

A

A

C

C

B

B

D

D

2" 2" wall

MSE

S = Skew Angle (deg)

T = Conc Pavement Thickness (in)

W = Width of Approach Slab (ft)

(Includes Support Slab)

Vol of Appr Slab Conc (CY) = 1.057W - 0.008W x T + 0.02W² Tan S

= 18.4 Lbs/LF of Support Slab

Reinf steel weight = 8.5 Lbs/SF of Approach Slab

Reinforcing bar dimensions shown are out-to-out of bar.

Cover dimensions are clear dimensions, unless noted otherwise.

bridge

Edge of wall

CIP retaining

Wingwall or at 12" Max

T (top), Spa slab

Support at 6" Max

A (bott), Spa wall

CIP retaining

Wingwall or

(Showing non-skewed approach slab.)

bridge

Edge of angle (deg)

S = Skew wall

CIP retaining

Wingwall or drain

Shoulder at 12" Max

T (top), Spa

D (bott)

B (top) and

Bend as shown.

D (bott)

B (top) and at 6" Max

A (bott), Spa wall

CIP retaining

Wingwall or

(Showing skewed approach slab.)

slab

Support wall retaining or CIP

Wingwall wall retaining or CIP

Wingwall slab

Support slab

Support wall retaining or CIP

Wingwall wall

CIP retaining

Wingwall or joint

Construction joint

Construction backwall

Abutment backwall abutment

Face of

Const joint Const joint backwall abutment

Face of const joint

Permissible reinforcing

Abutment bascste1-19.dgn

"8 1" - 16 o

8modulus silicone) joint sealant (low

Class 4, 5, 7 or 8

"4 1" - 8

"4 silicone)

(low modulus or 8 joint sealant

Class 4, 5, 7, silicone)

(low modulus or 8 joint sealant

Class 4, 5, 7, LONGITUDINAL SAW CUT JOINT DETAIL

(Typ)

" R4 1Tool

T joint in plans for expansion

See details elsewhere foam polystyrene

Extruded

All details shown herein are subsidiary to bridge approach slab.

pads may be used if approved by the Engineer.

stabilized backfill or cement treated base. Other stress relieving base) stress relieving pad between the approach slab and cement

Provide a 1" (asphaltic concrete pavement or asphalt stabilized

Cure for 4 days using water or membrane curing per Item 422.

on the plans.

slab to the typical cross-section and to the lines and grades shown

Compact and finish the subgrade or foundation for the approach otherwise indicated on the plans.

minimum distance of 100 feet prior to the approach slab, unless

Construct the subgrade or subbase away from the bridge for a requirements of DMS-6310. "Joint Sealants and Fillers."

Provide rebonded recycled tire rubber joint filler that meets the by the Engineer.)

former (Stress Cap, Zip Strip, Stress Lock, or equal as approved

" vinyl or plastic joint2 1provide a controlled joint consisting of 1

" and seal in accordance with Item 438. Alternately,2 1a depth of 1

16 feet. Saw cut joints within 24 hours of concrete placement to longitudinal construction joints or edges of approach slab exceeds

Joint Detail at lane lines and shoulders when width between

Provide longitudinal joints as shown on the Longitudinal Saw Cut

Provide Grade 60 reinforcing steel.

of 4,000 psi.

Provide Class "S" concrete with a minimum compressive strength

Construct approach slab in accordance with Item 422.

approach slab.

between concrete railing and top of approach slab as shown when concrete railing projects over the

" rebonded recycled tire rubber2 1If bridge rail is present at the wingwall or CIP retaining wall, place

Provide backer rod that is 25% larger than joint opening and compatible with the sealant.

Place in accordance with Item 438.

See details elsewhere in plans for required cross-slope.

are achieved.

Multiple piece tie bars are acceptable at longitudinal construction joints provided minimum laps shown with 60 grade oil and apply heavy coat of powdered graphite. Press down one layer of 30# roofing felt.

required, to accommodate concrete pavement thickness. Smooth trowel finish. Oil top of support slab

On portion of support slab that supports the concrete pavement, adjust top surface elevation, if

For Contractor's information only. Quantities shown are for one approach slab only.

See details elsewhere in plans for shoulder drain location and details.

with bridges built in stages. Other longitudinal construction joints must receive approval of the Engineer.

Provide longitudinal construction joints that align with longitudinal construction joints in the bridge slab

Bend bars as necessary.

Flare Bars B and D in this region (1'-6" Max Spa, 3" Min Spa). Minimum flared bar length = 2'-6".

tire rubber recycled

Rebonded

Bridge

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TxDOT TxDOT TxDOT TxDOT

CONCRETE PILING

PRESTRESSED

CONTApril 2019

CP

o f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d e b y

T x

D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

"T e x a s

E n g in e e r in g

P r a c t r r a n t y o f a n y

D I S

C L

A I

M E

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F I L E

D A

T E

Strip back

1" Chamfer or 1" Radius

1" 5" 6" Spaces 5" 1"

Cut strands flush with end Cut strands flush with end

1" Chamfer or 1" Radius

"D

"2

16 Spa 3" Spa6" Spa 2"2"

Top of pile as driven

P a y m e n t

L e n g t h m e a s u r e d t o h e r e

5"

Cut back to at 3"=4'-0" 5 Spa at 1" 5 Spa at 1" 5 Spa at 1"

16 Spa at 3" = 4'-0" 16 Spa at 3" = 4'-0"

PILE BUILD-UP DETAIL

P a y m e n t le n g t h m e a s u r e d t o h e r e

Saw cut

P il e s

P il e s

P il e s

P il e s

P il e s

P il e s

AFTER DRIVING

PILE STRIPPED BACK

STRANDS PROTRUDING

PILE CAST WITH PRESTRESSING

(Typical) or 1" Radius

1" Chamfer each exposed strand

#6 Bars - provide one for strands length of expose 2 "D"

EMBEDMENT

TYPICAL PILE

Spiral hooping (W3.4 Min) Spiral hooping (D3.4 Min)

D3.4 (Min)

PILE EMBEDMENT DETAILS

THRU PILE

TYPICAL SECTION

PILE DETAILS

KipsSq In In 4 Lb/Ft

254 5,340 265 8 231 774

18"

20" 398 13,150 415 14 405 864

24" 574 27,380 598 18 520 770

322 8,600 336 10 289 763

Section

Area

Size

"D" of

Pile I Weight Initial

Prestress

Force Prestress

(15% Loss)

Final

16"

Pile Concrete

Prestressing psi

No.

FABRICATION NOTES:

FOR PRESTRESSED CONCRETE PILES

TABLE OF PROPERTIES

(T y p

C le a r or footing

Bottom of cap strands

Prestressing for payment

Top of pile for payment

Top of pile strands

Prestressing or footing

Bottom of cap

5'-0"

"4

3'-0" Min

HP10x57 Stinger

See Bridge Layout for pile length.

embed plate.

(ASTM A36)4

3PL

HP 10x57 Stinger

TYPICAL PILE AND STINGER ASSEMBLY DETAILS

Stinger assembly, if required. See Bridge Layout.

SIDE ELEVATION STINGER SECTION

(ASTM A36)4

3PL

"D

1" Radius (Typ)

1" Chamfer or

44 4 4

7 7 7

1 2

"2

(T p

P il e

S iz e p il e s iz e pile size

Match

M a t c h

Match pile size

M a t c h p il e s iz e

(ASTM A36)

3� PL

4" 4" locations. (Typ) matches strand

" Dia holes16

ANCHOR PLATE DETAIL

STINGER

1" Radius (Typ)

1" Chamfer or

(T y p

"Stinger Anchor Plate Detail".

" deformed bar anchors. See4

8bar anchors. (Typ)

" deformed4 3� 8 ~

Cover dimensions are clear dimensions, unless noted otherwise.

GENERAL NOTES:

Length of prestressed concrete pile.

(Typ)

� HP 10x57 and4

3� PL

Pile strands, reinforcing, and holes in stinger anchor plate not shown for clarity.

cpstde01-19.dgn

" of center of piling.2 1Place center of stinger within anchor plate with complete fusion.

" deformed bar anchors (DBA), electric arc-welded to stinger4

Unless shown otherwise.

" deep around perimeter of pile at the breakback line.2 1Saw cut final prestress of 750 psi. Submit optional designs for approval.

each. If an optional design is used, provide a minimum concrete

" 270 ksi low relaxation strands tensioned to 28.9 kips2 1Provide or cast short with strands protruding from top of piling as shown.

When stripped back piles are required, strip back piling after driving

4" after driving.

when the side cover from pile edge to substructure edge is less than substructure when piling conflicts with substructure reinforcing or shown. Strip back piling and extend prestressing strands into in the plans. Payment for piles will be in accordance with the details

Use typical pile embedment details unless shown otherwise elsewhere

Provide Class S concrete (f'c = 4,000 psi) for pile build-ups.

more than one strand difference between any two adjacent sides.

Locate strands symmetrically about the axis of the pile, with no anchor plates for other pile sizes are similar.

Showing stinger anchor plate for 20" pile, stinger the Concrete Repair Manual.

For treatment of damaged pile and the lifting loops, see standard.

fabrication is in accordance with the details shown on this

Shop drawing submittal and approval is not required if the pile.

assembly requirements. Stinger assembly is subsidiary to

See Bridge Layout or elsewhere in the plans for stinger

See Bridge Layout for size, number, and length of piling.

ASTM A1064.

Provide deformed welded wire reinforcement (WWR) meeting

Provide Grade 60 reinforcing steel.

of strands.

All dimensions relating to prestressing steel are to centers

Minimum 28-day strength, f'c = 5,000 psi.

Minimum release strength, f'ci = 4,000 psi.

when required.

Provide Class H concrete. Provide sulfate resistant concrete

Bridge

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D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

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PSB-5SB12

(TYPE 5SB12)

SLAB BEAM DETAILS

PRESTRESSED CONCRETE

January 2017

TxDOT TxDOT TxDOT TxDOT

ELEVATION

BARS D(#6)

Slab beam length minus 3"

2'-0" 2'-0"

"4

C O S

C O S

2'-0"

Slab beam length

"4 3Bars H Spa ~ 4

U

PART PLAN

U

"2 1Bars C1 ~ 2

PART SKEW PLAN

"2 1Bars C1 ~ 2

M2

6"

"4 3Bars C1~ 2

"2 1Bars C1 ~ 2

U D

PART SKEW PLAN

H

H

M1

N1

C1

N1

C1

D

= 1'-8" = 1'-8"= 1'-10"

M

C

H

N

H

DH

C C

M

N

C

H

U

D

H

Bars N Spa as shown

Match Bars C

(Showing 0 over 0° to 15° Skew) (Showing 0 over 15° to 30° Skew)

5 Eq Spa

= 1'-8" = 1'-8"

10 Eq Spa

5 Eq Spa = "A"

"A" = 2.29' + 2.33' TAN 0

10 Eq Spa = "B"

"B" = 4.58' + 2.33' TAN 0

BARS M(#4) BARS H(#4) BARS M1(#4) BARS M2(#4)

BARS U(#5)

2'-0"

BARS N(#4)

"2 11'-10

BARS C(#4)

3'-3"

3'-3"

BARS C1(#4) BARS N1(#4)

COS 0

"2 11'-10

COS 0

SECTION

B r

M

Bottom strands Bottom strands 33

U

END MAT REINFORCING

1'-10" 1'-10" Bars U"4 31'-3

C

N

C C

"4 34'-11

D

6" (Typ)-

H

(T y p

H

Bars H not shown for clarity.

2'-0"

"2

ELEVATION OF BLOCKOUT 6

BEAM PROPERTIES

717.0

6.00

8,604

6.00

HL93 LOADING

of bar.

Reinforcing bar dimensions shown are out-to-out noted otherwise.

Cover dimensions are clear dimensions, unless

Weight lb/ft

I in

Y bott in

Y top in

Area in inverted-T stem or face of

� interior bent Face of backwall, 5 Spa at 4" Max = 1'-8"

" Max2 14 Spa at 5 Spa at 9" Max required where blockout

Lip of

Spa at 12" Max required where blockout

Lip of required where blockout

Lip of

5 Spa at 4" Max Spa at 9" Max

Bars C

5 Spa at 4" Max

Max Spa

H at 12"

5 Spa at 4" Max

Spa at 9" Max

Bars C

5 Spa at 4" Max

Max Spa

H at 12"

(Typ)

" 2

"2

~ "4 slab beam

End of

GENERAL NOTES:

Bars C Spa ~ 2"

See PSBEB standard

Bar M ~ 2"

D for actual direction.

Details are drawn showing right forward skew. See Bridge Layout

" radius.4 3" or round to a 4

3 Chamfer all exposed corners

30 degrees.

These details can be used for any skew angle up to a maximum of be substituted for bars C and D if approved by the Engineer.

An equal area of welded wire reinforcement (WWR) (ASTM 1064) may

Provide Grade 60 reinforcing steel.

in the plans.

Provide Class H concrete. Provide Class H (HPC) if shown elsewhere

Designed according to AASHTO LRFD Bridge Design Specifications.

joint anchorage.

expansion joint (SEJ) locations to accommodate

Blockout required at armor joint (AJ) and sealed inverted-T stem.

must be vertical at abutment backwall and

90° at conventional interior bents. End of beam

Assumes 150 pcf weight density of concrete.

See sheet PSBND or PSBSD for strand locations.

Adjust bars M vertically to avoid strands.

See End Mat Reinforcing detail.

psbsts03-17.dgn

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DETAILS

RAIL ANCHORAGE

CONTJanuary 2017 o f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d e b y

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D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

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P r o j e c t io n

4"

E m b e d

Top of deck for rail anchorage.

See rail standard anchorage bars.

Example of rail

See rail standard for rail anchorage.

See rail standard anchorage bars.

Example of rail

Slab Beam into rail is maintaned.

only if required projection may rest on top of beam

Rail anchorage bars maintaned.

projection into rail is beam only if required may rest on top of

Rail anchorage bars

"2

"4

A n c h o r

B o lt n c h o r

B o lt

8"

PRESTR CONCRETE SLAB BEAMS

PSBRA

T h r d

L g t h

8"

4"

C

"4

"2

Slab beam bars H(#4)

P r o j e c t io n

B o lt r e s t o n t o p o f s la b b e a m

I n s t a ll e d a n c h o r b o lt y

CAST-IN-PLACE ANCHORAGE OPTION

(Showing typical concrete rail anchorage)

TYPICAL CONCRETE RAIL ANCHORAGE

PART SPAN ELEVATION SECTION

RAILS AT EXPANSION JOINTS

PLAN OF CONCRETE

R a il

C o n c r e t e

F o o t p r in t of slab.

Outside edge abut wingwall of slab or

Outside edge

Traffic side of rail in anchor bolts on exterior beams only.

bars H where bar conflicts with

Bend or cut and remove portion of

T631LS & T631 RAIL ANCHORAGE PLACEMENT

C-I-P Anchor Bolt".

See "T631LS & T631 Rail

" Dia anchor bolts.8 5L

C-I-P ANCHOR BOLT

T631LS & T631 RAIL

Slab Beam

Slab Beam

Slab Beam

� Concrete rail footprint expansion joint

� Concrete rail joint expansion

� Slab psbste07-18.dgn nut (ASTM A563).

placed under heavy hex regular lock washer

(ASTM F436) and one hardened steel washer

Gr A325 or A449) with one anchor bolt (ASTM F3125

" Dia heavy hex head8 5�

ADHESIVE ANCHORAGE OPTION

(ASTM A563). See "Material Notes" for installation.

regular lock washer placed under each heavy hex nut rods with one hardened steel washer (ASTM F436) and one

" Dia ASTM A193 Gr B7 or F1554 Gr 105 fully threaded8 5�

MATERIAL NOTES:

GENERAL NOTES:

Cover dimensions are clear dimensions, unless noted otherwise.

CONSTRUCTION NOTES:

concrete rail, as shown.

" preformed bitumuminous fiber material under2 1Cross-hatched area must have joint, � rail footprint and perpendicular to slab outside edge.

Location of rail expansion joint must be at the intersection of � slab expansion

30° Skew: 1'-3" (acute corner only) not be less than 9", except: 15° Skew: 1'-0" (acute corner only)

Distance from end of top outside edge of slab to center of first bolt group can two coats of zinc-rich paint conforming to the Item 445 "Galvanizing".

" must be cut off and painted with2 1bolt projection above nuts of more than must be increased accordingly. After posts have been set and bolts tightened, due to beam camber. If slab thickness on span details exceed 7", bolt length

Excess bolt length has been provided to accommodate a variable slab thickness

Place additional (#5) longitudinal bar.

See rail standard for projection from finished grade or top of sidewalk.

raised sidewalk.

". Adjust bar length for a4 1Bar length shown on rail standard, minus 1 this sheet.

with an adhesive anchor system or cast-in-place anchor bolts shown on

Replace cast-in-place anchor bolts shown on T631LS and T631 Rail standard

Cast-in-place slab thickness varies due to beam camber (5" minimum).

03-18: Updated adhesive anchor notes.

See rail standards for approved speed restrictions, notes and details not shown.

C412, PR11, PR22 and PR3 rails on slab beam bridges.

This standard does not provide details for Type T221P, T224, T80HT, T80SS, not apply to median barriers.

This standard may require modification for interior rails. This standard does concrete slab.

This standard is for use with structures with a 5" minimum cast-in-place

Designed in accordance with AASHTO LRFD Bridge Design Specifications.

reinforcement is epoxy coated or galvanized.

Epoxy coat or galvanize reinforcing steel shown on this standard if rail size, drilling, and clean out, must be in accordance with Item 450, “Railing.”

load to the Engineer for approval prior to use. Anchor installation, including hole published literature showing the proposed anchor adhesive's ability to develop this must be accounted for). Submit signed and sealed calculations or the manufacturer’s a nominal bond strength in tension of a single anchor, Na, of 8 kips (edge distance

". Anchor adhesive chosen must be able to achieve4 3anchor embedment depth is 4 wingwall using a Type III, Class C, D, E, or F anchor adhesive. Minimum adhesive to ASTM A563 requirements. Embed fully threaded rod into slab and/or abutment and one regular lock washer placed under each heavy hex nut. Nuts must conform or F1554 Gr 105 fully threaded rods with one hardened steel washer (ASTM F436)

" Dia ASTM A193 Gr B78 5 Adhesive anchors for T631LS and T631 Rail must be

" minimum.2 1must conform to ASTM A563 requirements. Embed anchor bolts 4 washer (ASTM F436) and one regular lock washer placed under heavy hex nut. Nuts hex head anchor bolts (ASTM F3125 Gr 325 or A449) with one hardened steel

" Dia heavy8 5 Cast-in-place anchorage system for T631LS and T631 Rail must be

Provide Grade 60 reinforcing steel.

Galvanize all steel components of steel rail system.

from testing as directed.

capacity if any of the tests do not meet the required test load. Repair damage per 100 anchors installed. Perform corrective measures to provide adequate

Test adhesive anchors in accordance with Item 450.3.3, “Tests”. Test 3 anchors provide minimum cover shown on standard rail detail sheets.

Rail anchorage bars may be field bent as required to clear rail reinforcing or

Bridge o f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d e b y

T x

D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

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SHEET 1 OF 2

B r id g e

L a y o u t

V a r ia b le

S e e See Layout for slope c r o w n li n e

S e e

R o a d w

D t a il s

A p e x a n d r ip r a p b r e a k u s u a ll y a t

1'-0"

Min

PLAN

slope

Toe of

S e e

L a y o u t f o r s lo p e traffic rail

Showing conc

See elsewhere in plans for rail transition

Approach slab or pavement

SECTION A-A AT CAP

T h ic k n e s s when required

Filter fabric, GENERAL NOTES:

Se e

La yo ut f or s lo pe

R ip r a p

ELEVATION

srrstde1-19.dgn

SRR

STONE RIPRAP

See Layout for limits

6"

6"

2"

CAP OPTION A CAP OPTION B

joint sealer side of wingwalls with along ends of cap and

Plug ends and seal joint

DETAIL C

A

A

B

B

See Detail C with joint sealer or wingwall and seal

Nail flashing to cap

SECTION B-B

T h ic k n e s s

1'-0" abut cap

Face of

(when specified)

Granular material or as directed by the Engineer of granular material under riprap only placed continuously along periphery

Loose graded gravel or crushed stone protection riprap is greater than 18".

riprap. Omit toewall when thickness of is located adjacent to limits of stone

Provide toewall when shoulder drain as required

Toewall, shoulder drains.

See elsewhere in plans for locations and details of thickness of riprap specified.

and construction details. See Layout for limits and

Refer to Item 432, "Riprap" for stone size and gradation, span, box beam, or slab beam bridges.

for beam/slab type bridges and 1'-6" for slab as directed by the Engineer. Provide 9" Min

Top of cap to top of riprap dimension varies

Protection Thickness

Type R, Type F, Common s la b

E d g e o f b r id g e

April 2019 of cap flashing full length

8"X 18 Gage galvanized of cap flashing full length

8"X 18 Gage galvanized

Bridge o f t h is s t a n d a r d t o o t h e r f o r m a t s o r f o r in c o r r e c t r e s u lt s o r d a m a g e s r e s u lt in g f r o m it s u s e k in d e b y

T x

D O

T f o r a n y p u r p o a t s o e v e r

T x

D O

T a s s u m e s n o r e s p o n s ib il it y f o r t h e c o n v e r s e u s e o f t h is s t a n d a r d is g o v e r n e d b y t h e

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AES JGD BWH AES

SHEET 2 OF 2

specified

Grout when

M in

1'-6"

Min

9"

Min

T h ic k n e s s

2 times thickness Min

"M a x embankment

Slope of perpendicular to slope

Upright axes of stone embankment

Slope of specified

Mortar when

Flat side up embankment

Slope of

Filter fabric embankment

Slope of specified

Grout when rock depth)

(more than one

Multiple layers specified

Grout when embankment

Slope of

SRR

STONE RIPRAP

9"

Min

M in

1'-6"

Min

9"

Min

M in

1'-6"

Min

T h ic k n e s s

T h ic k n e s s

T h ic k n e s s

9"

Min

M in

1'-6"

Min

T h ic k n e s s

FIGURE 1 ~ TYPE R STONE RIPRAP FIGURE 2 ~ TYPE F STONE RIPRAP FIGURE 3 ~ TYPE F STONE RIPRAP

FIGURE 4 ~ COMMON STONE RIPRAP FIGURE 5 ~ PROTECTION STONE RIPRAP

April 2019 bedding material

Filter fabric or protection

Riprap stone

2:

Max

T h ic k n e s s ground

Existing protection

Riprap stone

T h ic k n e s s

2:

Max bedding material

Filter fabric orground

Existing ground

Existing

2:

M ax

1:1

"Y x

T h ic k n e s s

H e ig h t

T h ic k n e s s

Length

MOUNDED TOE

EXTENDED ROCK FILLED TRENCH

PROTECTION STONE RIPRAP TOE OPTIONS

dry or grouted dry or mortared grouted dry or grouted

Example: Riprap (Stone Protection) XX inch, Thickness = YY inch.

the layout.

List Stone Protection as size (XX inch) and thickness (YY inch) on values if this option is used.

"Y" and Height need to be defined. See layout or detail sheet for

2 times the riprap thickness.

Minimum toe depth is the larger of the maximum scour depth or in plans. See Layout for thickness of bedding material.

Provide bedding material instead of filter fabric if shown elsewhere srrstde1-19.dgn