100_-Submittal-USFS-Little_Creek-Bridge_SIGNED.pdf

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REVISIONS

SGT(12S)31-18

Standard Division Design sgt12s3118.dgn

C TxDOT:

CK:CLDN:TxDOT CK:KM DW:

VINCENT J. PARKER: TXDOT ROADWAY CAD STANDARDS MANAGER APRIL 2018

GENERAL NOTES

2'-0"

RAIL OFFSET

2'-0" MAX.

MBGF

STANDARD

APPROX 5'-10"

EDGE OF PAVEMENT

NOTE: ADJUST WIDTH ACCORDINGLY WHEN OFFSET IS USED. (OFFSET "OPTION" SHOWN)

5'-0" 50' APPROACH GRADING

FLARE RATE)

(25:1 MAX

TRAFFIC FLOW

MAIN SYSTEM COMPONENTSITEM

B

C

D

E

F

G

H

J

K

L

M

N

O

A MSKT IMPACT HEAD

BEARING PLATE

CABLE ANCHOR BOX

BCT CABLE ANCHOR ASSEMBLY

W-BEAM MGS RAIL SECTION (9'-4 •")

QTY

NUMBERS

ITEM

E750

MS3000

SF1303

MTPHP1A

MTPHP1B

UHP2A

HP2B

S760

E770

MS785

P621

CBSP-14

G12025

G1203A

W6x9 OR W6x8.5 STEEL POST

W-BEAM MGS RAIL SECTION (12'-6")

P

Q

P6756

WOOD BLOCKOUT 6" X 8" X 14"

G1209 b c d e f g h j k l m n o a p q

Š" HEX NUT

Š" x 1" HEX BOLT (GRD 5) B5160104A

†" WASHER

ƒ" Dia. HEX NUT

•" STRUCTURAL NUTS

1 ANCHOR CABLE HEX NUT

1 ANCHOR CABLE WASHER

BEARING PLATE RETAINER TIE

W050

B580122

N050

B580904A

N100

W100

W0516

N0516

SB12A

N012A

W012A

B340854A

N030

CT-100ST

B581002

†" Dia. H.G.R NUT

†" x 10" H.G.R. BOLT

†" Dia. x 9" HEX BOLT (GRD A449) ƒ" Dia. x 8 •" HEX BOLT (GRD A449)

†" Dia. x 1 ‚" SPLICE BOLT (POST 2)

E3151OBJECT MARKER 18" X 18"1r

SMALL HARDWARE

W-BEAM GUARDRAIL END SECTION, 12 Ga.

GROUND STRUT

POST 1 - TOP (6" X 6" X „" TUBE)

POST 1 - BOTTOM (6' W6X15)

POST 2 - ASSEMBLY TOP

POST 2 - ASSEMBLY BOTTOM (6' W6X9)

COMPOSITE BLOCKOUTS

W-BEAM MGS RAIL SECTION (25'-0")

Š" WASHER

1 ˆ" O.D. x Œ" I.D. STRUCTURAL WASHERS

SEE NOTES:

ITEM(Q) 25'GUARD FENCE PANEL

ITEM(P) 8" WOOD-BLOCKOUT

ALTERNATIVE ITEMS NOT SHOWN.

ANCHOR BRACKET

SECTION B-B

S K

T

GRADE

FINISHED

GRADE

FINISHED

6'-3" 6'-3" 6'-3" 6'-3" 6'-3"6'-3"6'-3"

3'-1 •" d,(8),g(8)

POST 7 POST 6POST 8 POST 5 POST 4 POST 3

POST 2 POST 1

L L L L L L

CE

N

BEGIN LENGTH OF NEED

POST 7 POST 6 POST 5 POST 4 POST 3POST 8

B

12'-6"

END SECTION

W-BEAM GUARDRAIL

9'-4 •"

RAIL SECTION

W-BEAM MGS

PLAN VIEW

ELEVATION VIEW

G

A

IMPACT HEAD

MSKT

POST 2

DOWNSTREAM SIDE

SOIL PLATE ON

POST

B

B

DETAIL

CONNECTION

SEE POST 1

HARDWARE FOR (POST 8) THRU (POST 3)q,g

DETAIL

CONNECTION

SEE IMPACT HEAD

r

MARKER

OBJECT

A

BNO

O

12'-6"

RAIL SECTION

W-BEAM MGS

O

O

12'-6"

RAIL SECTION

W-BEAM MGS

F

6'-0" 6'-0"

K

STRUT

D

DEPTH DEPTH

50'-0"

46'-10 •

INSTALLATION DEPTH

(POST 3-8)

3'-4"

END PAYMENT FOR MSKT INSTALLATION

31" MBGF

STANDARD

TRAFFIC FLOW

APPROACH GRADING AT GUARDRAIL END TREATMENTS

USED FOR ALL TANGENT TYPE END TREATMENTS.

NOTE: TXDOT GENERIC APPROACH GRADING LAYOUT

THE PRODUCT DESCRIPTION ASSEMBLY MANUAL.

MSKT END TERMINAL, IT IS NOT INTENDED TO REPLACE

NOTE: THIS STANDARD IS A BASIC REPRESENTATION OF THE

MSKT-MASH-TL-3

SINGLE GUARDRAIL TERMINAL

APRIL 2018

2. ITEM P WOOD BLOCKOUTS CAN BE USED AS ALTERNATE.

AT LINE POST(8) THRU LINE POST(3).

1. ITEM M COMPOSITE BLOCKOUTS INSTALLED

NOTES:

•" x 1 ‚" A325 BOLT WITH CAPTIVE WASHER

WITH CAPTIVE WASHER

•" X 1 ‚" A325 BOLT

l,k e,f,g

J p

D

CONNECTION DETAIL

POST 1

C

G

K

CONNECTION DETAIL

IMPACT HEAD

31"

GRADE

FINISHED

SECTION A-A

POST 2

d,g h,j

E

WITH CAPTIVE WASHER

•" X 1 ‚" A325 BOLT

m

H o,n o,n

WITH STRUCTURAL WASHER

•" STRUCTURAL NUT

WITH STRUCTURAL WASHER

•" STRUCTURAL NUT

H,m(8),n(8),o(8)

A

VP

NOTE: SEE (GENERAL NOTE 14) FOR DRIVING CAP INFORMATION.

e,(2)f,g a,c,b(2) e,(2)f,g

CONT SECT JOB HIGHWAY

SHEET NO.COUNTYDIST

A

VINCENT J. PARKER: TXDOT ROADWAY CAD STANDARDS MANAGER APRIL 2018

FOR ADDITIONAL GUIDANCE.

SEE PRODUCT ASSEMBLY MANUAL

(1V:10H OR FLATTER)

APPROACH GRADING

USED ON LOWER POSTS 1 & 2 TO PREVENT DAMAGE TO THE WELDED PLATES.

TO PREVENT DAMAGE TO THE GALVANIZING ON TOP OF THE POST. SPECIAL DRIVING CAP TO BE

14. A DRIVING CAP WITH A TIMBER OR PLASTIC INSERT SHALL BE USED WHEN DRIVING POSTS 3-8

ALLOWED IN THEIR PLACE.

13. THE SYSTEM IS SHOWN WITH TWO 12'-6" MBGF PANELS, ONE 25'-0" MBGF PANEL IS ALSO

INSTALLATIONS, IF DIRECTED BY THE ENGINEER.

ENCROACHING ON THE SHOULDER. THE FLARE MAY BE DECREASED OR ELIMINATED FOR SPECIFIC

12. A FLARE RATE OF UP TO 25:1 MAY BE USED TO PREVENT THE TERMINAL HEAD FROM

11. UNDER NO CIRCUMSTANCES SHALL THE GUARDRAIL WITHIN THE MSKT SYSTEM BE CURVED.

10. SYSTEM MUST BE ATTACHED TO STANDARD 31" MBGF.

9. POSTS SHALL NOT BE SET IN CONCRETE.

MANUFACTURER, & REFER TO THE LATEST ROADWAY MBGF STANDARD FOR INSTALLATION GUIDANCE.

8. IF SOLID ROCK IS ENCOUNTERED IN THE AREA OF (POST 1) AND / OR (POST 2) CONTACT THE

MATERIAL PRODUCER LIST (MPL) FOR CERTIFIED PRODUCERS.

SUBSTITUTED FOR BLOCKOUTS OF SIMILAR DIMENSIONS. SEE CONSTRUCTION DIVISION

7. A COMPOSITE MATERIAL BLOCKOUTS THAT MEETS THE REQUIREMENTS OF DMS-7210, MAY BE

6. SYSTEM SHOWN USING STEEL WIDE FLANGE POSTS WITH COMPOSITE BLOCKOUTS.

"GALVANIZING". FITTINGS SHALL BE SUBSIDIARY TO THE BID ITEM.

5. HARDWARE (BOLTS, NUTS, & WASHERS) SHALL BE GALVANIZED IN ACCORDANCE WITH ITEM 445, STRIP STANDARD.

4. FOR POST (LEAVE-OUT) INSTALLATION AND GUIDANCE SEE TXDOT'S LATEST ROADWAY MOW

TO THE STANDARDS REQUIRED IN TEXAS MUTCD.

OF THE DEVICE PER MANUFACTURER'S RECOMMENDATIONS. OBJECT MARKER SHALL CONFORM

3. APPLY HIGH INTENSITY REFLECTIVE SHEETING, "OBJECT MARKER" ON THE FRONT FACE

PRODUCT DESCRIPTION ASSEMBLY MANUAL (PUBLICATION~062717).

2. FOR INSTALLATION, REPAIR AND MAINTENANCE REFER TO THE; MSKT END TERMINAL,

BIG SPRING, TX 79720

SYSTEM, CONTACT: ROAD SYSTEMS, INC. (432)263-2435. 3616 OLD HOWARD COUNTY AIRPORT,

1. FOR SPECIFIC INFORMATION REGARDING INSTALLATION AND TECHNICAL GUIDANCE OF THE

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Standard Division Bridge

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REVISIONS

TxDOT TxDOT TxDOT TxDOT

HIGHWAY

SHEET NO.

C 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 is 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 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 c t o r r a n t y o f a n y

D I S

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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 id t h f p r o a c h

S la b

(f t id t h f 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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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

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

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

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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

M 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

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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

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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 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

R

F I L E

D A

T E

DN: CK: DW: CK:FILE:

JOB

COUNTY

SECT

DIST

REVISIONS

AES JGD BWH AES

CONT

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 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

"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

R

F I L E

D A

T E

DN: CK: DW: CK:FILE:

JOB

COUNTY

SECT

DIST

REVISIONS

AES JGD BWH AES

CONT

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