next e beams next d beams - pcin e x t n f t-p r o f il e e a c c o m m o d a t io n i d e t a il s...

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IMPLEMENTATIONGENERAL NOTES

INDEX OF SHEETS

NORTHEAST EXTREME TEE BEAM (NEXT) USAGE NOTES

- SPEED OF SET

- STRENGTH OF CONCRETE IN CLOSURE POURS

- FINAL STRENGTH

- RELEASE STRENGTH

SPECIFY THE REQUIRED CONCRETE STRENGTHS:

FOR INTEGRAL ABUTMENTS, ETC.

FOR BEAM ENDS FOR CONTINUITY OF LIVE LOAD, SPECIAL DETAILS

GEOMETRIC END TREATMENTS, EXTENSIONS OF PRESTRESSING STRAND

CREATE SPECIAL BEAM END DETAILS AS NEEDED, SUCH AS VARYING

- DECK OVERHANG AND BARRIER REINFORCING

- BEAM END REINFORCING

- SIZE AND SPACING OF SHEAR REINFORCING

DECKS ASSUMING THAT THE BEAM WEB IS A BEAM LINE.

SPECIFICATIONS. USE THE SAME METHODS AS CAST-IN-PLACE

POURS ACCORDING TO THE AASHTO LRFD BRIDGE DESIGN

- CHECK DECK REINFORCING IN THE TOP FLANGE AND THE CLOSURE

- NUMBER OF STRAIGHT STRAND AND LAYOUT

INCLUDING:

DESIGN THE BEAM ACCORDING TO THE REQUIREMNETS OF THE OWNER,

IT IS THE DESIGNER'S RESPONSIBILITY TO:

MAXIMUM RECOMMENDED SKEW ANGLE: 20 DEGREES

- PROVIDES ADDITIONAL DECK PROTECTION

- ACCOUNTS FOR TOP FLANGE DIFFERENTIAL

- ELIMINATES THE NEED FOR DECK GRINDING

FOLLOWING REASONS:

DECK OVERLAYS COMBINED WITH WATERPROOFING MEMBRANES ARE RECOMMENDED FOR THE

THICKNESS FOR BEAM WEIGHT.

OF •" OF TOP FLANGE IN THE SECTION PROPERTIES, HOWEVER INCLUDE FULL DECK

LONGITUDINAL JOINTS MAY BE USED. TO ACCOUNT FOR THIS IN DESIGN, ASSUME LOSS

A •" CONCRETE GRINDING ALLOWANCE FOR CORRECTING UNEVEN ROADWAY SURFACES AT

PRESTRESSING STRAND: LOW RELAXATION STRAND, 0.6" DIAMETER, AASHTO M 203 GRADE 270

REINFORCING STEEL: fy = 60,000 PSI (COATING AS PER °AGENCY STANDARDS)

USE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS EXCEPT AS NOTED OTHERWISE

LIVE LOAD DISTRIBUTION FACTOR CALCULATIONS

g

g s

s NEXT F

NEXT E

NEXT D

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NEXT BEAM MISCELLANEOUS DETAILSNEXT-14

NEXT D BEAM - SUBSTRUCTURE DETAILSNEXT-13

NEXT E BEAM - SUBSTRUCTURE DETAILSNEXT-12

NEXT F BEAM - SUBSTRUCTURE DETAILSNEXT-11

NEXT D BEAM - DECK DETAILSNEXT-10

NEXT E BEAM - DECK DETAILSNEXT-09

NEXT F BEAM - DECK DETAILSNEXT-08

NEXT BEAM - TYPICAL BRIDGE SECTIONSNEXT-07

NEXT BEAM - SECTION PROPERTIESNEXT-06

NEXT BEAM - TYPICAL BEAM REINFORCINGNEXT-05

NEXT D - PROFILE ACCOMMODATION DETAILSNEXT-04

NEXT E - PROFILE ACCOMMODATION DETAILSNEXT-03

NEXT F - PROFILE ACCOMMODATION DETAILSNEXT-02

GENERAL NOTES AND USAGENEXT-01

BEAM

- APPLY THE COMBINED DISTRIBUTION FACTOR FOR THE DESIGN OF THE ENTIRE NEXT D

- COMBINE (ADD) THE TWO DISTRIBUTION FACTORS FOR EACH STEM TOGETHER

- THE APPLICATION OF THE LEVER RULE FOR EXTERIOR STEMS SHALL APPLY

ARTICLE 4.6.2.2.2.

- CALCULATE THE DISTRIBUTION FACTORS FOR EACH STEM USING THE TABLES IN

- USE THE AVERAGE STEM SPACING FOR THE BEAM SPACING TERM IN THE EQUATIONS

- SEE ADJACENT DETAIL FOR CALCULATION OF e AND t

OF TOP FLANGE TO THE TOP OF THE DECK)

- ASSUME THAT THE FLANGE PORTION OF THE BEAM IS THE COMPOSITE DECK (BOTTOM

UNDERSIDE OF THE TOP FLANGE)

- ASSUME THAT THE STEM PORTION OF THE BEAM IS THE STRINGER (UP TO THE

PROPERTIES USED FOR CALCULATION OF I AND A)

- TREAT EACH STEM AS AN INDIVIDUAL STRINGER (HALF OF TOTAL BEAM SECTION

THE DECK IS SUFFICIENTLY CONNECTED TO ACT AS A UNIT

- USE AASHTO CROSS SECTION I (ARTICLE 4.6.2.2.1 AND 4.6.2.2.2) ASSUMING THAT

NEXT D BEAMS:

BEAM

- APPLY THE COMBINED DISTRIBUTION FACTOR FOR THE DESIGN OF THE ENTIRE NEXT F

- COMBINE (ADD) THE TWO DISTRIBUTION FACTORS FOR EACH STEM TOGETHER

- THE APPLICATION OF THE LEVER RULE FOR EXTERIOR STEMS SHALL APPLY

ARTICLE 4.6.2.2.2.

- CALCULATE THE DISTRIBUTION FACTORS FOR EACH STEM USING THE TABLES IN

- USE THE AVERAGE STEM SPACING FOR THE BEAM SPACING TERM IN THE EQUATIONS

- SEE ADJACENT DETAIL FOR CALCULATION OF e AND t

PROPERTIES USED FOR CALCULATION OF I AND A)

- TREAT EACH STEM AS AN INDIVIDUAL STRINGER (HALF OF TOTAL BEAM SECTION

- USE AASHTO CROSS SECTION K (ARTICLE 4.6.2.2.2)

NEXT F AND E BEAMS:

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quired, please seek an appro

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nal.

Northeast is supplying inform

ation only. P

CI Northeast is not re

ndering engineering or other professio

nal s

ervices

or da

mages arising out of this inform

ation. P

CI Northeast has publis

hed this work with the understa

nding that P

CI

sources belie

ved to be relia

ble. P

CI Northeast or its me

mbers

hips shall not be responsible for any errors, o

missio

n

The details sho

wn are guidelin

es and should not be considere

d sta

ndards. T

he inform

ation has been obtained fro

m

ISS

UE

DATE: 03 / 10 / 15

WEARING SURFACE

WEARING SURFACE

WEARING SURFACE

REINFORCED CIP CONCRETE DECK

8" MINIMUM

REINFORCED CIP CONCRETE DECK

4•" MINIMUM

4" TOP FLANGE

INTEGRAL DECK/TOP FLANGE8" MINIMUM

NEXT D BEAMS

NEXT F BEAMS

NEXT E BEAMSTOP FLANGE4" INTEGRAL PARTIAL DECK/

g

e

ts

IN eg CALCULATION

NEGLECT THIS PORTION OF DECK

g

e

ts

TREAT STEM AS THE "BEAM"

TREAT STEM AND TOP FLANGE AS THE "BEAM"

TREAT TOPPING AS THE "DECK"

g

e

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TREAT STEM AND TOP FLANGE AS THE "BEAM"

TREAT TOPPING AS THE "DECK"

TREAT TOP FLANGE AS THE "DECK"

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CAMBER, SEE PCI NORTHEAST PROFILE AND CAMBER MANAGEMENT

6. FOR MORE INFORMATION ON ACCOMMODATION OF PROFILES AND

SHOULD BE BASED ON THE ESTIMATED CAMBER AT ERECTION.

5. THE ESTIMATED CAMBER USED FOR THE VARIABLES NOTED ABOVE

THICKNESS TOPPING IN THE DESIGN OF THE BEAM.

4. THE ENGINEER SHOULD ACCOUNT FOR THE ESTIMATED VARIABLE

TO THE HEIGHT OF THE CURB OR BARRIER.

ADJUST THE TOPPING THICKNESS AS REQUIRED. THE SAME APPLIES

REQUIRING SURVEY OF THE BEAMS AFTER ERECTION, AND THEN

THE ESTIMATED CAMBER. THE PLANS SHOULD INCLUDE NOTES

THICKNESS OF THE TOPPING OR OVERLAY ON THE PLANS BASED ON

3. THE ENGINEER SHOULD DETAIL THE ANTICIPATED VARIABLE

DETAILS.

ORDINATE, THE DETAILS WILL BE SIMILAR TO THE TANGENT PROFILE

2. CREST VERTICAL CURVES: IF THE CAMBER IS LESS THAN THE CURVE

NOTE THAT THE HEIGHT OF THE CURB OR PARAPET WILL STILL VARY.

TOPPING. ANOTHER OPTION IS TO VERY THE THICKNESS OF THE OVERLAY.

1. THE DETAILS SHOWN DEPICT VARYING THE THICKNESS OF THE CONCRETE

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ation only. P



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or da


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ISS

UE

DATE: 03 / 10 / 15

CONSTANT HEIGHT CURB/BARRIER

CONSTANT THICKNESS OVERLAY

THICKNESS VARIES

CURB/BARRIER HEIGHT VARIES

OVERLAY THICKNESS VARIES

NEXT F BEAMS

NEXT F BEAMS - TANGENT PROFILE

NEXT F BEAMS - CREST VERTICAL CURVE PROFILE

NEXT F BEAMS - SAG VERTICAL CURVE PROFILE

OPTION 2: VARY OVERLAY THICKESS

OPTION 1: VARY TOPPING THICKESS

WEARING SURFACE

4" TOP FLANGE

CAUSED BY BEAM CAMBERTHICKER TOPPING THICKNESS AT ENDS

PLUS BEAM CAMBERCAUSED BY VERTICAL CURVE ORDINATETHICKER TOPPING THICKNESS AT ENDS

TOPPINGCONSTANT THICKNESS

MINIMUM TOPPING THICKNESS AT MID-SPAN

MINIMUM TOPPING THICKNESS IF CAMBER IS LESS THAN ORDINATECURVE ORDINATE IS LARGER THAN CAMBERTHICKER TOPPING THICKNESS AT MID-SPAN IF VERTICAL

THICKER TOPPING IF CAMBER IS LESS THAN ORDINATECURVE ORDINATE IS LARGER THAN CAMBERMINIMUM TOPPING THICKNESS AT ENDS IF VERTICAL


FOR TYPICAL BEAM BRIDGESMINIMUM THICKNESS AS PER STATE STANDARDSREINFORCED CIP CONCRETE DECK

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5. THE ESTIMATED CAMBER USED FOR THE VARIABLES NOTED ABOVE

THICKNESS TOPPING IN THE DESIGN OF THE BEAM.


TO THE HEIGHT OF THE CURB OR BARRIER.

ADJUSTMENT OF THE TOPPING THICKNESS AS REQUIRED. THE SAME APPLIES



THICKNESS OF THE TOPPING OR OVERLAY ON THE PLANS BASED ON


DETAILS.




TOPPING. ANOTHER OPTION IS TO VERY THE THICKNESS OF THE OVERLAY.

1. THE DETAILS SHOWN DEPICT VARYING THE THICKNESS OF THE CONCRETE

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priate professio

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ation only. P



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or da


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nding that P

CI

sources belie

ved to be relia

ble. P


mbers


missio

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The details sho

wn are guidelin


d sta

ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15

NEXT E BEAMS

NEXT E BEAMS - TANGENT PROFILE

NEXT E BEAMS - CREST VERTICAL CURVE PROFILE

NEXT E BEAMS - SAG VERTICAL CURVE PROFILE


OPTION 1: VARY TOPPING THICKESS

WEARING SURFACE


CONSTANT THICKNESS OVERLAY

THICKNESS VARIES

CURB/BARRIER HEIGHT VARIES


CONSTANT THICKNESS TOPPING

TOP FLANGE4" INTEGRAL PARTIAL DECK/

CAUSED BY BEAM CAMBERTHICKER TOPPING THICKNESS AT ENDS

PLUS BEAM CAMBERCAUSED BY VERTICAL CURVE ORDINATETHICKER TOPPING THICKNESS AT ENDS

4•" MINIMUMREINFORCED CIP CONCRETE DECK


MINIMUM TOPPING THICKNESS IF CAMBER IS LESS THAN ORDINATECURVE ORDINATE IS LARGER THAN CAMBERTHICKER TOPPING THICKNESS AT MID-SPAN IF VERTICAL

THICKER TOPPING IF CAMBER IS LESS THAN ORDINATECURVE ORDINATE IS LARGER THAN CAMBERMINIMUM TOPPING THICKNESS AT ENDS IF VERTICAL


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5. THE ESTIMATED CAMBER USED FOR THE VARIABLE NOTED ABOVE

THICKNESS TOP FLANGE AND/OR TOPPING IN THE DESIGN OF THE BEAM.


THE SAME APPLIES TO THE HEIGHT OF THE CURB OR BARRIER.

ADJUSTMENT OF THE OVERLAY THICKNESS MAY BE REQUIRED.



THICKNESS OF THE TOP FLANGE OR OVERLAY ON THE PLANS BASED ON


DETAILS.




FLANGE. ANOTHER OPTION IS TO VERY THE THICKNESS OF THE OVERLAY.

1. THE DETAILS SHOWN DEPICT VARYING THE THICKNESS OF THE TOP

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priate professio

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ation only. P



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or da


ation. P



nding that P

CI

sources belie

ved to be relia

ble. P


mbers


missio

n

The details sho

wn are guidelin


d sta

ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15

NEXT D BEAMS

NEXT D BEAMS - TANGENT PROFILE

NEXT D BEAMS - CREST VERTICAL CURVE PROFILE

NEXT D BEAMS - SAG VERTICAL CURVE PROFILE

OPTION 1: VARY FLANGE THICKESS


WEARING SURFACE

CAUSED BY BEAM CAMBERTHICKER TOP FLANGE THICKNESS AT ENDS

INTEGRAL DECK/TOP FLANGE8" MINIMUM


CONSTANT OVERLAY THICKNESS

PLUS BEAM CAMBERCAUSED BY VERTICAL CURVE ORDINATETHICKER TOP FLANGE THICKNESS AT ENDS

BARRIER/CURB HEIGHT VARIES


CONSTANT FLANGE THICKNESS

MINIMUM TOP FLANGE THICKNESS AT MID-SPAN

MINIMUM TOP FLANGE THICKNESS IF CAMBER IS LESS THAN ORDINATECURVE ORDINATE IS LARGER THAN CAMBERTHICKER TOP FLANGE THICKNESS AT MID-SPAN IF VERTICAL

THICKER TOPPING IF CAMBER IS LESS THAN ORDINATECURVE ORDINATE IS LARGER THAN CAMBERMINIMUM TOP FLANGE THICKNESS AT ENDS IF VERTICAL

THICKNESS VARIESTOP FLANGE

MINIMUM TOP FLANGE THICKNESS AT MID-SPAN

FLANGES UNDER 10 1/2"

FLANGE ADJUSTMENT FOR PROFILE

FLANGES OVER 10 1/2"

NORMAL DECK REINFORCEMENT

#4 @ 6"

2-#4

#4 @ 6"

2•

"

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"

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"

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GENERAL NOTES

DESIGN NOTES

STRAND LAYOUT NOTES

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4. SEE SHEET 14 FOR UTILITIES SUPPORT DETAILS.

3. SHEAR REINFORCING SHOULD BE KEPT TO #4 BARS IN ORDER TO MAXIMIZE THE COVER ON THE SIDE OF THE STEM.

THE STEMS ARE INDIVIDUAL BEAMS.

2. THE DESIGN OF THE DECK REINFORCING SHOULD BE BASED ON A CONVENTIONAL CAST-IN-PLACE CONCRETE DECK ASSUMING THAT

ACTUAL DECK THICKNESS.

NEXT BEAM WITH AN 8• INCH THICK DECK. DESIGNERS SHOULD VERIFY THIS REINFORCING FOR EACH DESIGN BASED ON THE

SHOULD BE DESIGNED TO COMPLETE THE STRUCTURAL DECK. THE REINFORCING SHOWN IS BASED ON A PRELIMINARY DESIGN OF A

1. THE TOP FLANGE IS INTENDED TO ACT AS THE BOTTOM PORTION OF THE DECK. A REINFORCED CAST-IN-PLACE CONCRETE TOPPING

NEXT E NOTES:

INSTALLATION OF THE STIRRUPS.

4. MINOR ADJUSTMENT OF THE SPACING OF THE TOP LONGITUDINAL REINFORCEMENT IS ALLOWABLE TO FACILITATE THE

3. SEE SHEET 14 FOR UTILITY SUPPORT DETAILS.


1. THE TOP FLANGE IS INTENDED TO ACT AS A STRUCTURAL DECK.

NEXT D NOTES:

STRESS IN THE BEAM.

IN THE DESIGN, THEY SHOULD NOT BE USED TO MEET THESE AASHTO PROVISIONS, SINCE THEY ARE ALREADY BEING USED TO CONTROL

CRACK WIDTH AND LENGTH CONTROL, NOT PREVENTION. IT IS RECOMMENDED THAT IF FULLY TENSIONED TOP STRAND ARE INCLUDED

REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. THIS REINFORCING IS FOR

STRESSES EXCEED 200 PSI. THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN THE TOP FLANGE AT RELEASE. THIS

5. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM ENDS IF THE TOP FIBER

4. ADDITIONAL REINFORCEMENT MAY BE REQUIRED FOR DECK OVERHANGS AND BARRIERS.

ALSO BE CHECKED FOR THESE BARS.

CONSIDERED A LAP SPLICE WITH THE BARS FULLY DEVELOPED. THE CRACK CONTROL PROVISIONS OF AASHTO ARTICLE 5.7.3.4. SHOULD

AT THE CENTER OF THE JOINT AS DETERMINED BY THE AASHTO STRIP METHOD OF DECK DESIGN. THE NESTED HOOKED BARS CAN BE

3. THE REINFORCING BARS EXTENSIONS SHOWN IN THE NEXT E AND D BEAMS SHOULD BE DESIGNED TO RESIST THE POSITIVE BENDING MOMENT

AND D BEAMS.

2. THE STRIP METHOD SPECIFIED IN AASHTO LRFD ARTICLE 4.6.2.1 IS RECOMMENDED FOR THE DESIGN OF THE REINFORCING IN THE NEXT E

AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS OR STATE STANDARDS.

1. THE REINFORCING SHOWN IS PRELIMINARY AND NOT GUARANTEED. DESIGNERS MUST VERIFY THE REINFORCING FOR EACH DESIGN BASED ON THE

8. ADDITIONAL STRAND TENSIONED TO A NOMINAL VALUE MAY BE ADDED TO THE TOP FLANGE TO SUPPORT THE TOP FLANGE REINFORCING.

THE ULTIMATE STRENGTH OF THE STRANDS SHALL BE 270 KSI.

7. ALL PRESTRESSING STRAND SHALL BE 0.6" DIAMETER, UNCOATED SEVEN WIRE, LOW RELAXATION STRANDS CONFORMING TO AASHTO M203.

6. THE TWO BOTTOM CORNER STRAND IN EACH STEM ARE OMITTED TO PROVIDE ROOM FOR THE SHEAR REINFORCEMENT BAR BENDS.

ON THE CAPACITY OF TYPICAL CASTING BEDS.

THE TOP STRAND). THIS IS BASED 5. THE PATTERN SHOWN DEPICTS THE MAXIMUM NUMBER OF STRANDS ALLOWED (50 STRAND INCLUDING

PRESTRESS AT A HIGHER ELEVATION. THE NUMBER AND LOCATION OF STRANDS SHALL BE AS REQUIRED BY DESIGN.

4. STRANDS SHALL BE PLACED WITHIN THE 2"x2" GRID. THE PATTERN MAY BE RAISED IN 2" INCREMENTS FOR DESIGNS THAT REQUIRE

THIS 6" AREA.

TO CONTROL END CRACKING. SPACING RESTRICTIONS OUTLINED IN NOTE 2 DO NOT APPLY TO THIS 6" AREA, BUT DO APPLY BEYOND

3. IT IS RECOMMENDED THAT APPROXIMATELY 50% OF ALL STRAND BE DEBONDED FOR THE FIRST 6" FROM THE END OF THE BEAM IN ORDER

DESIGN SPECIFICATIONS SHALL ALSO BE FOLLOWED.

DEBONDED STRANDS SHALL BE AT LEAST 2.5 INCHES IN ANY DIRECTION. THE RESTRICTIONS OUTLINED IN THE AASHTO LRFD BRIDGE

SHALL BE DEBONDED. THE SPACING BETWEEN 2. DEBONDING OF STRAND IS ALLOWED. NO MORE THAN 25% OF THE TOTAL NUMBER OF STRANDS

1. DENOTES STRAIGHT STRAND. DRAPED STRANDS ARE NOT PERMITTED.

1

5. SEE SHEET 14 FOR UTILITIES SUPPORT DETAILS.


OVERHANG LOADS.

3. THE ADDITIONAL TOP STEEL IN THE BEAM OVERHANGS SHOULD ONLY BE USED WHERE THE WELDED WIRE FABRIC CANNOT SUPPORT THE

THE BARS DOES NOT EXCEED 12 INCHES.

ADJACENT TO THE CUT FABRIC. EQUIVALENT MILD REINFORCEMENT MAY ALSO BE USED IN PLACE OF THE WWF, PROVIDED THAT THE SPACING OF

2. THE WELDED WIRE FABRIC MAY BE CUT TO FACILITATE THE INSTALLATION AROUND THE STIRRUPS, PROVIDED THAT EQUIVALENT BARS ARE ADDED

BASED ON THE ACTUAL DECK THICKNESS.

REINFORCING SHOWN IS BASED ON AN 8" THICK CAST-IN-PLACE DECK. DESIGNERS SHOULD VERIFY THIS REINFORCING FOR EACH DESIGN

BETWEEN STEMS. THE WELDED WIRE FABRIC SHOWN IS PRELIMINARY AND SHOULD BE USED TO SUPPORT THE WET DECK CONCRETE ONLY. THE

1. THE TOP FLANGE IS INTENDED TO ACT AS A DECK FORM ONLY. A REINFORCED CAST-IN-PLACE CONCRETE DECK SHOULD BE DESIGNED TO SPAN

NEXT F NOTES:

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nal.


ation only. P



nal s

ervices

or da


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nding that P

CI

sources belie

ved to be relia

ble. P


mbers


missio

n

The details sho

wn are guidelin


d sta

ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15

#4 STIRRUP (TYP)

1ƒ" COVER WITH

4 SP @ 2" (TYP)

2•" (TYP)

4 SP @ 2" = 8" (TYP)

#4 STIRRUPS (TYP)

(TYP)

HORIZONTAL SHEAR RESISTANCE

EXTEND STIRRUPS TO PROVIDE

OF EACH STEM

2 STRANDS AT TOP

(USE WWF IF POSSIBLE)

BARS TO CENTER OF BEAM

OVERHANG LOADS (TYP) EXTEND

ADDITIONAL REINFORCING FOR

0"

1" RECOMMENDED

MIN. COVER ALLOWED BY AGENCY

RAKE FINISH

+4"

NEXT F BEAM

SEE SHEET 08 FOR DETAILSINVERTED U SHAPED BAR. DOUBLE BARS SHOWN MAY BE COMBINED INTO ONE 6" INSIDE RADIUS OR EQUIVALENT MULTIPLE BENDS.#5 J BAR (20"x10") END ZONE REINFORCING (TYP)

1•" (TYP)

OF TOP FLANGE (SEE NOTE 2)

4x4 W4xW4 WWF PLACED AT MID-DEPTH

#4 STIRRUP (TYP)

1ƒ" COVER WITH

4 SP @ 2" = 8" (TYP)

0"

1" RECOMMENDED


4 SP @ 2" (TYP)

2•" (TYP)

RAKE FINISH

(TYP)

HORIZONTAL SHEAR RESISTANCE

EXTEND STIRRUPS TO PROVIDE

OF EACH STEM

2 STRANDS AT TOP#4 STIRRUPS (TYP)

SEE DETAILS, SHEET 9

HOOKED BAR CONNECTOR

+2"

NEXT E BEAMSEE SHEET 09 FOR DETAILSINVERTED U SHAPED BAR. DOUBLE BARS SHOWN MAY BE COMBINED INTO ONE 6" INSIDE RADIUS OR EQUIVALENT MULTIPLE BENDS#5 J BAR (20"x10") END ZONE REINFORCING (TYP)

6" SPACING RECOMMENDED

REINFORCING (TYP)

BOTTOM TRANSVERSE DECK1•" (TYP)

#4 STIRRUP (TYP)

1ƒ" COVER WITH

DECK FINISH

4 SP @ 2" (TYP)

2•" (TYP)

4 SP @ 2" = 8" (TYP)

#4 STIRRUPS (TYP)

1•

"

2•

"2"

(TYP)

8"

6" ON CENTER (TYP)

#4 HOOKED REINFORCING BAR

#4@6" TOP AND BOTTOM

#4@9" TOP AND BOTTOM (TYP)

NEXT D BEAM

0"

1" RECOMMENDED


OF EACH STEM

2 STRANDS AT TOP

SEE SHEET 10 FOR DETAILSINVERTED U SHAPED BAR. DOUBLE BARS SHOWN MAY BE COMBINED INTO ONE 6" INSIDE RADIUS OR EQUIVALENT MULTIPLE BENDSOPTIONAL #5 J BAR (20"x10") END ZONE REINFORCING (TYP)

90° HOOK

DESIGNATION

BEAM

INCHES

DEPTH

BEAM

IN

AREA

INCHES

Yb

IN

I

IN

St

IN

Sb

PLF

WEIGHT

2 34 3INCHES

Yt

INCHES

WIDTH

BASE STEM

DCA B

INCHES

WIDTH

BEAM

E

FLANGE OVERHANGS SHOULD BE CHAMFERED 6"x6" IN ORDER TO MINIMIZE CASTING AND HANDLING DAMAGE.

4. THE ENDS OF THE BEAMS SHOULD BE SKEWED FOR SKEWED BRIDGES. THE ACUTE CORNERS OF THE

3. THE STEM WIDTH AND SPACING ARE FIXED.

BEAM MAY REQUIRE A SPECIAL DESIGN WITH A NON-SYMMETRICAL STRAND PATTERN.

SYMMETRICAL ABOUT THE VERTICAL AXIS. NON-SYMMETRICAL SECTIONS ARE POSSIBLE, HOWEVER THE

OVERHANG OF THE FASCIA BEAMS ALONG THE LENGTH. INTERIOR BEAMS SHOULD ALWAYS BE

2. BRIDGES WITH SMALL CURVATURE CAN BE BUILT USING THESE SECTIONS BY VARYING THE

WILL NEED TO CALCULATE BEAM PROPERTIES FOR BEAMS THAT ARE NOT EQUAL TO THE WIDTHS LISTED.

VARIATION IN WIDTH IS ACCOMPLISHED BY VARYING THE OVERHANG DIMENSIONS. THE DESIGNER

THESE LIMITS IS ALLOWED IN ORDER TO CONSTRUCT A BRIDGE TO THE REQUIRED WIDTH. THE

1. THE WIDTH OF BEAMS SHOWN ARE THE MINIMUM AND MAXIMUM WIDTH BEAMS. VARIATION BETWEEN

ALL NEXT BEAM TYPES:

2. MODIFY THE FASCIA BEAM DECK EDGE TO MATCH STATE STANDARDS.

(EX.: BEAM SPACING = 10'-9" FOR THE 10'-0" SECTION).

1. THE SPACING OF BEAMS ON A TYPICAL BRIDGE SHALL BE THE WIDTH OF THE BEAM PLUS 9"

NEXT D BEAMS:

SPACING (EX.: BEAM SPACING = 12 FEET FOR THE 11'-11•" SECTION).

ACCOUNT FOR TOLERANCES. THE SPACING OF BEAMS ON A TYPICAL BRIDGE SHALL BE AT THE NOMINAL

1. THE ACTUAL WIDTH OF THE BEAM TAKE INTO ACCOUNT A NOMINAL •" WIDE GAP BETWEEN BEAMS TO

NEXT F BEAMS:

NE

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BEAM DIMENSION NOTES

NEXT BEAM - SECTION PROPERTIES

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m

ISS

UE

DATE: 03 / 10 / 15

5'-0"

CC

B

1'-3" 1'-3"4"

ƒ" CHAMFER (TYP)

RAKE FINISH

0.375

12

R=4" (TYP)

Yt

Yb

C.G.

A/2A/2

DIMENSION A (MAXIMUM 11'-11•") FOR 12'-0" BEAM SPACING

DIMENSION A (MINIMUM 7'-11•") FOR 8'-0" BEAM SPACING

‚" DRAFT ON EDGE

NEXT F BEAM

5'-0"

CC

B

1'-3" 1'-3"4"

ƒ" CHAMFER (TYP)

RAKE FINISH

0.375

12

R=4" (TYP)

Yt

Yb

C.G.

A/2A/2

CHAMFER ON FASCIA EDGE

‚" DRAFT WITH ƒ"

FASCIA EDGESINTERIOR EDGES

DIMENSION A (MINIMUM 8'-0") FOR 9'-4" BEAM SPACING

DIMENSION A (MAXIMUM 9'-6") FOR 10'-10" BEAM SPACING

NEXT E BEAM

5'-0"

CC

B

1'-3" 1'-3"

ƒ" CHAMFER (TYP)

0.375

12

R=4" (TYP)

Yt

Yb

C.G.

A/2A/2

8"

DECK FINISH

DIMENSION A (MAXIMUM 10'-0") FOR 10'-9" BEAM SPACING

DIMENSION A (MINIMUM 8'-0") FOR 8'-9" BEAM SPACING

NEXT D BEAM

BRIDGE SECTION NOTES

1

10 / 2

015

1C

HA

NG

ED

RAILIN

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RETE

BA

RRIE

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1

1

1

1

1

MAXIMUM SPAN LENGTH DESIGN ASSUMPTIONS

15. ALL DESIGNS WERE GOVERNED BY THE SERVICE LIMIT STATE.

REQUIREMENTS FOR SPAN/DEPTH RATIOS.

1). DESIGNERS SHOULD LIMIT SPAN LENGTHS ACCORDING TO THE OWNER'S

AASHTO LRFD RECOMMENDED SPAN/DEPTH RATIOS WERE NOT CONSIDERED (SEE FOOTNOTE 14.

STRESS LIMIT REQUIREMENTS AT RELEASE.

PRESENT AT THE TOP OF BEAM ENDS TO MEET THE ALLOWABLE TEMPORARY TENSILE

ADEQUATE SUPPLEMENTAL BONDED LONGITUDINAL REINFORCEMENT IS ASSUMED TO BE 13.

BARRIER WEIGHT IS EVENLY DISTRIBUTED TO ALL BEAMS12.

EACH STEM TREATED AS AN INDIVIDUAL BEAM USING AVERAGE STEM SPACING

LIVE LOAD DISTRIBUTION FACTORS: AASHTO LRFD SPECIFICATION (TYPE K) WITH 11.

BEAM DESIGNS ARE FOR SIMPLY SUPPORTED INTERIOR BEAMS10.

ALLOWABLE TENSILE STRESSES: BASED ON EXTREME EXPOSURE9.

TOP STRAND ARE CONSIDERED TO BE FULLY TENSIONED8.

DEBONDING: INCLUDED AT BEAM ENDS7.

COMPOSITE TOPPING CONCRETE STRENGTH (NEXT F AND E): 4 KSI6.

UTILITY LOADS: NONE5.

WEARING SURFACE: 3" THICK ASPHALT4.

BARRIERS: MASSDOT CF-PL2 BARRIER (457 PLF)3.

EDITION (2014) WITH 2015 & 2016 INTERIM REVISIONS

DESIGN SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 7TH 2.

DIFFERENT CONFIGURATIONS WILL PRODUCE DIFFERENT MAXIMUM SPAN LENGTHS.

THE DESIGNS CORRESPOND TO THE CROSS SECTION GEOMETRIES SHOWN ON THIS SHEET. 1.

THESE MAXIMUM SPAN LENGTHS.

FOLLOWING ARE THE DESIGN CRITERIA AND ASSUMPTIONS USED FOR THE DEVELOPMENT OF

ACTUAL MAXIMUM SPAN LENGTHS ARE AFFECTED BY A NUMBER OF ASSUMPTIONS. THE

THE VALUES SHOWN ARE NOT GUARANTEED AND SHOULD BE CONSIDERED APPROXIMATE. THE

OFFSET.

DIMENSIONS OF ALL BEARING LOCATIONS ON THE PLANS SHOULD ACCOUNT FOR THIS ROTATIONAL

SLOPE AND ROTATION OF THE BEAMS RELATIVE TO THE LONGITUDINAL AXIS OF THE BEAM. THE

3. OFFSET THE BEARING SUPPORT LOCATIONS FROM THE ROADWAY BASELINE ACCOUNTING FOR THE CROSS

SPECIAL SHIPPING CONSIDERATIONS, WHICH WILL LEAD TO AN INCREASE IN SHIPPING COSTS.

THE LIMITS OF THE BEAM FORMS. (12' MAXIMUM CONCRETE SECTION). THIS OPTION MAY REQUIRE

LIEU OF THIS OPTION, THE DESIGNER CAN CONSIDER THE USE OF WIDER OR NARROWER BEAMS WITHIN

OPTION SHOULD ONLY BE USED IN SPECIAL SITUATIONS AND WITH APPROVAL FROM THE OWNER. IN

WIDTHS. SPECIAL TEMPORARY BRACING WILL BE REQUIRED FOR SHIPPING AND ERECTION. THIS

2. IN SPECIAL CASES, A HALF WIDTH BEAM SECTION CAN BE USED TO ACCOMODATE UNUSUAL BRIDGE

WIDTH NEXT BEAMS.

1. THE BRIDGE SECTIONS DEPICTED REPRESENT THE TYPICAL USE OF THE MINIMUM WIDTH AND MAXIMUM

211 / 2017

AD

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ISS

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DATE: 03 / 10 / 15

SHEET 04SEE JOINT DETAILS

SHEET 04SEE JOINT DETAILS

WEARING SURFACE

WEARING SURFACE

SEE NOTE 4

8'-9" 8'-9" 8'-9"4'-0" 4'-0"

12'-0" LANE12'-0" LANE

5'-0"

SEE NOTE 4

10'-9"10'-9" 5'-0"

12'-0" LANE

NEXT D BEAMS - MAXIMUM WIDTH BEAMS

NEXT D BEAMS - MINIMUM WIDTH BEAMS

1'-7‚"1'-7‚"

3'-4•"3'-4•"

33'-11•"

1'-7‚"1'-7‚"

2'-ƒ"2'-ƒ" 12'-0" LANE

31'-4"

5'-11ƒ"5'-11ƒ" 12'-0"12'-0"

4'-4•"

1'-7‚"1'-7‚"

8'-0" 8'-0" 8'-0"

SEE DETAIL BELOW

ROADWAY BASELINE

ROADWAY BASELINE

SEE NOTE 4

WEARING SURFACECONCRETE DECK

8" MIN. REINFORCED

12'-0" LANE

12'-0" LANE 12'-0" LANE

3'-11ƒ" 3'-11ƒ"

WEARING SURFACESEE GAP DETAIL

CONCRETE DECK

8" MIN. REINFORCED

SEE NOTE 4

NEXT F BEAMS - MAXIMUM WIDTH BEAMS

NEXT F BEAMS - MINIMUM WIDTH BEAMS

1'-7‚"

1'-7‚"1'-7‚"

2'-4•"2'-4•"

4'-4•" 12'-0" LANE

28'-9"

32'-9"

1'-7‚"

CONCRETE DECK

4•" MINIMUM REINFORCED

CONCRETE DECK

4•" MINIMUM REINFORCED WEARING SURFACE

WEARING SURFACE

31'-6"

12'-0" LANE12'-0" LANE

12'-0" LANE 12'-0" LANE

4'-9" 10'-10"10'-10" 4'-9"

3'-11ƒ" 9'-4" 9'-4" 9'-4" 3'-11ƒ"

SEE NOTE 4

NEXT E BEAMS - MAXIMUM WIDTH BEAMS

NEXT E BEAMS - MINIMUM WIDTH BEAMS

SEE NOTE 4

4'-5ƒ" 4'-5ƒ"

36'-2"

1'-7‚"

1'-7‚"1'-7‚"

2'-1ƒ" 2'-1ƒ"

NE

XT F B

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ISS

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DATE: 03 / 10 / 15

•" TOLERANCE+•"

TOP FLANGE OF NEXT BEAM

DIFFERENTIAL CAMBER

SEAL MATERIAL AS REQUIRED

REINFORCED CONCRETE DECK

NEXT F BEAM - GAP FORM DETAIL

CURB INTO DECK SLAB OVERPOUR

BARS PROJECTING FROM PRECAST

PLACE CURB IN GROUT BED

CAST DECK AFTER CURB PLACEMENT

WEARING SURFACE

OVERHANG (IF DESIRED)

DRIP EDGE

TRANSVERSE DECK REINFORCING

CONSTRUCTION SEQUENCE

INTO THE DECK SLAB

SECTION WITH BARS PROJECTING

PRECAST CONCRETE CURB

MEMBRANE WATERPROOFING

NEXT BEAM

LOOP DOWEL (TYP)

#5 DOWEL

FOAM BACKER ROD (TYP)

4"x4" KEYWAY (TYP)

5. PLACE WEARING SURFACE (IF REQUIRED)

4. SEAL THE JOINT BETWEEN THE PARAPET AND DECK WITH FLEXIBLE JOINT SEAL

3. PLACE DECK REINFORCEMENT AND CAST THE DECK OVERPOUR

2. PLACE PRECAST PARAPET IN GROUT BED, GROUT JOINTS IN PARAPET

1. ERECT NEXT BEAM

NON-SHRINK GROUT

FILL VOID WITH

REINFORCING (TYP)

NORMAL PARAPET

CAST-IN-PLACE CONCRETE BARRIERS MAY ALSO BE USED WITH SIMILAR DETAILS.

ALLOW SETTING OF PRECAST CURB/BARRIER.

STIRRUP SPACING MAY NEED TO BE MODIFIED IF ONE LEG OF STIRRUP IS ELIMINATED IN ORDER TO

ALL REINFORCING IN BEAM AND DECK POUR NOT SHOWN.

ANCHOR BOLTS NOT SHOWN IN CURB.

THIS DETAIL CAN BE MODIFIED FOR ANY TYPICAL PARAPET SHAPE INCLUDING F SHAPE PARAPETS.

STEEL RAIL IN CURB SHOWN, OTHER PARAPETS SIMILAR.

NOTES: THIS DETAIL IS SCHEMATIC. ACTUAL DETAIL WOULD NEED TO BE FULLY DESIGNED.

SECTION

PLAN

NEXT F BEAM - PRECAST PARAPET OPTIONS

JOINT SEAL

DETAILS AS PER STATE STANDARDS

WATERPROOFING MEMBRANE CURB

VERTICALS

ADDITIONAL END ZONE

#4

BURSTING STEEL IN END ZONE

SHEAR REINFORCEMENT USED FOR

ANCHOR REAR FACE VERTICALS IN MIDDLE OF STRAND GRID

END ZONE IF REQUIRED

STIRRUPS MAY BE BUNDLED IN

STATE STANDARDS)

BLOCKOUT (SEE

RECOMMENDED 20 DEGREES MAX.

STANDARD STIRRUP

PLAN - SKEWED END

END ELEVATION - STEM ENDELEVATION - STEM END

(AASHTO LRFD 5.10.10.1)

BURSTING ZONE = h/4

1.5xh

NOTE: h = TOTAL HEIGHT OF MEMBER

VERTICALS

ADDITIONAL END ZONE

#4

REINFORCING.

SUPPLEMENTAL FLANGE

1"

CO

VE

R

OF TOP FLANGE. SEE NOTE 3

#4 BARS PLACED AT MID DEPTH

PLACE IN BOTH STEMS

20 SPACES @ 6"=10'

#5 L BAR (20"X10")

NOTE: NORMAL TOP FLANGE REINFORCEMENT NOT SHOWN

0"

FABRICATION AND HANDLING

FOR CRACKING IN THE TOP FLANGE DURING

STRONGLY DISCOURAGED DUE TO POTENTIAL

BEAMS WITH HIGHER SKEWS ARE

POTENTIAL SHIPPING LIMITATIONS.

SKEWED BEAMS REGARDING

FABRICATORS FOR LONG SPAN

CONSULT WITH SEVERAL

NOTE: DESIGNERS SHOULD

NEXT F BEAM - END REINFORCING DETAILS

SEE NOTE 1

BURSTING ZONE VERTICAL REINFORCING

NORMAL SHEAR REINFORCEMENT

FLANGE. SEE NOTE 3

MID-DEPTH OF TOP

#4 BARS PLACED AT

INVERTED U SHAPED BAR

OPPOSING J BARS MAY BE COMBINED INTO ONE

J BARS MAY BE PLACED NORMAL TO STEM

THEY SHOULD NOT BE USED TO MEET THESE AASHTO PROVISIONS.

IS FOR CRACK WIDTH AND LENGTH CONTROL, NOT PREVENTION. IF FULLY TENSIONED TOP STRAND ARE INCLUDED IN THE DESIGN,

REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. THIS REINFORCING

STRESSES EXCEED 200 PSI. THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN THE TOP FLANGE AT RELEASE. THIS

4. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM ENDS IF THE TOP FIBER

HELP TO PREVENT THE GROWTH OF THESE CRACKS DURING SHIPPING AND ERECTION.

INVERTED U SHAPED BAR.THE USE OF A SEMI-INTEGRAL BACKWALL THAT IS CAST IN THE SHOP AS A SECONDARY POUR CAN

#5 J BARS ARE USED TO SUPPLEMENT THIS REINFORCING. THE TWO J SHAPED BARS SHOWN MAY BE COMBINED INTO ONE

HAIRLINE CRACKS THROUGH THE INSIDE RADIUS OF THE TOP FLANGE / BEAM STEM INTERFACE RUNNING PARALLEL TO THE STEM.

DURING RELEASE AND HANDLING. THE MOST COMMON FORM OF POTENTIAL CRACKING IN THIS AREA IS A SERIES OF VERTICAL

3. PLACE 2-#4 BARS AT THE BEAM END, THEN #4 @ 6 INCHES IN THE TOP FLANGE TO CONTROL TOP FLANGE END CRACKING

REINFORCING SHOULD BE PLACED IN AREAS WHERE DEBONDING IS TERMINATED.

2. THE AMOUNT OF SPLITTING REINFORCING MAY BE REDUCED BY DEBONDING STRAND IN THIS AREA. ADDITIONAL SPLITTING

OF THESE ADDITIONAL END VERTICAL BARS MAY NOT BE NECESSARY DEPENDING ON THE DESIGN.

1. THE BARS SHOWN ARE APPROXIMATELY THE MAXIMUM NUMBER THAT CAN BE FIT WITHIN THE NEXT 24 BEAM. SOME OR ALL

NOTES:

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BE

AM - D

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ation only. P



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d sta

ndards. T

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m

ISS

UE

DATE: 03 / 10 / 15

TO ADJACENT BAR IS LESS THAN 3" (TYP)

DISCONTINUE BARS WHEN SPACING

21" MINIMUM LAP SPLICE (TYP)

WITH MAIN DECK REINFORCING

SPLICE PROJECTING HOOK BARS


SPLAY IN ACUTE END REGION (TYP)

2 AT BEAM END, THEN #4@6".

TRANSVERSE #4 DECK BARS,

PLAN






SKEWED BEAM ENDS

NEXT E BEAM - MAIN DECK REINFORCING DETAILS

PROJECTING HOOK BAR (TYP)

INSIDE FACE OF DECK EDGE (TYP)

BEND PROJECTING HOOK BARS JUST





OF 6" SPACING BETWEEN ADJACENT TRANSVERSE DECK BARS.

FABRICATOR SHALL LAY OUT BARS TO PROVIDE A MAXIMUM

3. THE BAR LAYOUT SHOWN IS APPROXIMATE. THE

NOT SHOWN FOR CLARITY. SIMILAR TO NEXT F BEAMS.

2. OTHER REINFORCING BARS SUCH AS END ZONE REINFORCING

1. USE THIS DETAIL FOR ALL SKEWED BEAMS.

NOTES:

PLAN

6"

6"

4-#4

As req/As prov = 1

#4 BAR

EPOXY COATED

fy = 60 ksi

f'c = 4 ksi

DETAIL BASED ON:

1'-4"

1"+13"

4•

"4"

#4 REINFORCING BAR WITH 180° HOOK (TYP)

1"x1" CHAMFER (TYP.)

1•" BOTTOM COVER

2•" TOP COVER

#4 @ 9" (TYP.)

MI

N.

DECK CONCRETE

#4 @ 6"

#4 @ 9"

1'-2"

DIMENSIONS.

POUR WILL BE REQUIRED IN ORDER TO ACCOMMODATE THE HOOK

BOTTOM SHOWN. IF LARGER BARS ARE USED, A THICKER TOPPING

6. #4 BARS ARE REQUIRED TO PROVIDE THE MINIMUM CONCRETE

BY 1" TO ACCOUNT FOR FABRICATION AND ERECTION TOLERANCES.

PARAMETERS LISTED. THE MINIMUM LAP LENGTH SHALL BE INCREASED

5. THE DIMENSION SHOWN IS APPLICABLE TO A DESIGN WITH THE

IS EQUIVALENT TO A TENSION LAP SPLICE.

DEVELOPMENT LENGTH AS SPECIFIED IN AASHTO FOR HOOKED BARS

OF THIS JOINT. THE BASIS OF THE DESIGN IS THAT THE MINIMUM

4. DESIGNERS ARE RESPONSIBLE FOR THE VERIFICATION OF THE DESIGN

THE OWNER.

THE UNDERSIDE OF THE BEAM MAY BE USED WITH PERMISSION OF

ENGINEER. GALVANIZED OR STAINLESS STEEL INSERTS CAST INTO

NOT PENETRATE THROUGH TOP OF POUR UNLESS APPROVED BY THE

ACCOMMODATE DIFFERENTIAL CAMBER. FORM SUPPORTS SHOULD

CONTRACTOR. THE FORMS NEEDS TO BE REMOVABLE AND ABLE TO

3. METHOD OF FORMING CLOSURE POUR TO BE DETERMINED BY THE

PROJECTION.

WITHIN THE FLANGE IN ACUTE CORNERS TO PRODUCE A SQUARE

PERPENDICULAR TO BEAM EDGE. BEND CONNECTOR REINFORCING

2. FOR SKEWED BRIDGES, PLACE CONNECTOR REINFORCING

SPAN WITH 6" SPACING.

1. CONNECTOR REINFORCING TO BE PLACED ALONG THE ENTIRE

FLANGE CONNECTOR NOTES:

FLANGE

NEXT BEAM TOP

SECTION

NEXT E BEAM - FLANGE CONNECTION DETAILS

PLACE CURB IN GROUT BED

DRIP EDGE

NEXT BEAM

STIRRUP SPACING MAY NEED TO BE MODIFIED IF ONE LEG OF STIRRUP IS ELIMINATED.

ALL REINFORCING IN BEAM AND DECK POUR NOT SHOWN.





WEARING SURFACE


JOINT SEAL



NEXT E BEAM - RAILING OPTIONS

VERTICALS

ADDITIONAL END ZONE

#4




END ZONE IF REQUIRED

STIRRUPS MAY BE BUNDLED IN

STATE STANDARDS)

BLOCKOUT (SEE

STANDARD STIRRUP

END ELEVATION - STEM ENDELEVATION - STEM END

VERTICALS

ADDITIONAL END ZONE

#4

1"

CO

VE

R

0"

PLACE IN BOTH STEMS

20 SPACES @ 6"=10'

#5 L BAR (20"X10")


BURSTING ZONE = h/4

NOTE: h = TOTAL HEIGHT OF MEMBER

NEXT E BEAM - END REINFORCING DETAILS

IN THE DESIGN, IT IS RECOMMENDED THAT THEY NOT BE USED TO MEET THESE AASHTO PROVISIONS.

BRIDGE DESIGN SPECIFICATIONS. THIS REINFORCING IS FOR CRACK WIDTH AND LENGTH CONTROL, NOT PREVENTION. IF FULLY TENSIONED TOP STRAND ARE INCLUDED

BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN THE TOP FLANGE AT RELEASE. THIS REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD

5. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM ENDS IF THE TOP FIBER STRESSES EXCEED 200 PSI. THESE

4. SPLAY STIRRUPS IN ENDS OF STEM. SEE SHEET 08 FOR THE LAYOUT OF STIRRUPS (SIMILAR TO NEXT F BEAMS).

GROWTH OF THESE CRACKS DURING SHIPPING AND ERECTION.

INTO ONE INVERTED U SHAPED BAR. THE USE OF A SEMI-INTEGRAL BACKWALL THAT IS CAST IN THE SHOP AS A SECONDARY POUR CAN HELP TO PREVENT THE

STEM INTERFACE RUNNING PARALLEL TO THE STEM. #5 J BARS ARE USED TO SUPPLEMENT THIS REINFORCING. THE TWO J SHAPED BARS SHOWN MAY BE COMBINED

MOST COMMON FORM OF POTENTIAL CRACKING IN THIS AREA IS A SERIES OF VERTICAL HAIRLINE CRACKS THROUGH THE INSIDE RADIUS OF THE TOP FLANGE / BEAM

3. PLACE 2-#4 BARS AT THE BEAM END, THEN #5 @ 6 INCHES IN THE TOP FLANGE TO CONTROL TOP FLANGE END CRACKING DURING RELEASE AND HANDLING. THE

WHERE DEBONDING IS TERMINATED.

2. THE AMOUNT OF SPLITTING REINFORCING MAY BE REDUCED BY DEBONDING STRAND IN THIS AREA. ADDITIONAL SPLITTING REINFORCING SHOULD BE PLACED IN AREAS

MAY NOT BE NECESSARY DEPENDING ON THE DESIGN.

1. THE BARS SHOWN ARE APPROXIMATELY THE MAXIMUM NUMBER THAT CAN BE FIT WITHIN THE NEXT 24 BEAM. SOME OR ALL OF THESE ADDITIONAL END VERTICAL BARS

NOTES:

NE

XT

D

BE

AM - D

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ISS

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DATE: 03 / 10 / 15

21" MINIMUM LAP SPLICE (TYP)

WITH MAIN DECK REINFORCING

SPLICE PROJECTING HOOP BARS

SPLAY IN ACUTE END REGION (TYP)

TRANSVERSE DECK BARS (#4@6")






OF 6" SPACING BETWEEN ADJACENT TRANSVERSE DECK BARS.

FABRICATOR SHALL LAY OUT BARS TO PROVIDE A MAXIMUM

3. THE BAR LAYOUT SHOWN IS APPROXIMATE. THE

NOT SHOWN FOR CLARITY.

2. OTHER REINFORCING BARS SUCH AS END ZONE REINFORCING

1. USE THIS DETAIL FOR ALL SKEWED BEAMS.

NOTES:

PLAN






SKEWED BEAM ENDS

NEXT D BEAM - MAIN DECK REINFORCING DETAILS

PROJECTING CONNECTION BAR (TYP)

PROJECTING CONNECTION BARS (TYP)

TO ADJACENT BAR IS LESS THAN 3" (TYP)

DISCONTINUE BARS WHEN SPACING

INSIDE FACE OF DECK EDGE (TYP)

BEND PROJECTING HOOP BARS JUST

PLAN

3"

3"

8"

2-#5

#4 @ 6"

1"

2•

"

MIN.

NEXT D BEAM - FLANGE CONNECTOR DETAILS

•"+7"

•"+9"

SHRINK GROUT

FILL WITH NON-

SECTION

#4 @ 6"

PLAN

3"

3"

#4 @ 6"

1"

2•

"

MIN.

1"+5"

1"+7"

SECTION

#4 @ 6"

FILL WITH UHPC

0"

0"

6"

4-#5

HOOKED BARS WITH NON-SHRINK GROUT STRAIGHT BARS WITH UHPC

3" MIN.

3" MIN. 3" MIN.

2•

"

2"

MI

N.

1"

MI

N.OBTAINED WITH STRAIGHT FORM

1" MINIMUM COVER CANNOT BE

OPTIONAL JOINT FORMING LINE IF

1"

MI

N.OBTAINED WITH STRAIGHT FORM

1" MINIMUM COVER CANNOT BE

OPTIONAL JOINT FORMING LINE IF

2"

MI

N.

GRINDING PLANE

" MAXIMUM JOINT DIFFERENTIAL - OVERLAY DETAIL21

" MAXIMUM JOINT DIFFERENTIAL - BARE DECK DETAIL21

OVERLAY

CAMBER DIFFERENTIAL DETAILS

AMPLITUDE (TYP.)

SURFACE. „" MINIMUM

EXPOSED AGGREGATE

AMPLITUDE (TYP.)

SURFACE.„" MINIMUM

EXPOSED AGGREGATE

AMPLITUDE (TYP.)

SURFACE.„" MINIMUM

EXPOSED AGGREGATE

2"

2"

OF THE JOINT WILL AFFECT THE BEAM SPACING.

SPECIFICATIONS. REFER TO THE PCI NORTHEAST DECK BULB TEE BEAM DETAILS FOR EXAMPLES. NOTE THAT THE WIDTH

A JOINT WITH NORMAL DECK CONCRETE. THE DESIGN OF THE JOINT SHOULD FOLLOW THE AASHTO LRFD BRIDGE DESIGN

8.THE DETAILS SHOWN ABOVE ARE BASED ON THE USE OF NON-SHRINK GROUTS AND UHPC. IT IS POSSIBLE TO DETAIL A

ACCOMMODATE VARIATIONS IN EXISTING FORMS.

7. THE DESIGNER SHOULD ALLOW THE FABRICATOR TO MAKE MINOR CHANGES TO THE DIMENSIONS OF THE SHEAR KEYS TO

SPECIFIED IN THE AASHTO LRFD SPECIFICATIONS.

EQUIVALENT TO A TENSION LAP SPLICE BASED ON A LAP EQUAL TO THE DEVELOPMENT LENGTH OF HOOKS IN TENSION AS

6. DESIGNERS ARE RESPONSIBLE FOR THE VERIFICATION OF THE DESIGN OF THIS JOINT. THIS DETAIL CAN BE CONSIDERED

5. EXPOSED AGGREGATE SURFACE OF THE FACES OF THE KEYS IS RECOMMENDED TO IMPROVE GROUT BOND.

6000 PSI. THE GROUT MAY BE EXTENDED WITH AGGREGATE.

4. CLOSURE POUR MATERIAL IN LEFT DETAIL TO BE A NON SHRINK MIX THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF

APPROVED BY THE ENGINEER.

ABLE TO ACCOMMODATE DIFFERENTIAL CAMBER. FORM SUPPORTS SHOULD NOT PENETRATE THROUGH TOP OF POUR UNLESS

3. METHOD OF FORMING CLOSURE POUR TO BE DETERMINED BY THE CONTRACTOR. THE FORMS NEED TO BE REMOVABLE AND

WITHIN THE FLANGE IN ACUTE CORNERS TO PRODUCE A SQUARE PROJECTION.

2. FOR SKEWED BRIDGES, PLACE CONNECTOR REINFORCING PERPENDICULAR TO BEAM EDGE. BEND CONNECTOR REINFORCING

NOTES: 1. CONNECTOR REINFORCING TO BE PLACED ALONG THE ENTIRE SPAN WITH 6" SPACING.

PRECAST FACILITY

CAST IN THE FIELD OR AT THE

CAST-IN-PLACE CONCRETE CURB

OVERHANG (IF DESIRED)

DRIP EDGE

NEXT BEAM

WEARING SURFACE




ALL REINFORCING IN BEAM NOT SHOWN.





NEXT D BEAM - BARRIER/RAIL ATTACHMENT

JOINT SEAL

VERTICALS

ADDITIONAL END ZONE





BURSTING ZONE = d/4

STATE STANDARDS)

BLOCKOUT (SEE

ELEVATION - STEM ENDEND ELEVATION - STEM ENDPLAN - SKEWED END

SEE NOTE 3

BOTTOM OF TOP FLANGE.

#4 BARS PLACED AT

SKEW OF 20 DEGREES

RECOMMENDED MAX.

REINFORCING. SEE NOTE 1

BURSTING ZONE VERTICAL

ZONE IF REQUIRED

BUNDLED IN END

STIRRUPS MAY BE

NEXT D BEAM - END REINFORCING DETAILS

AND HANDLING. SEE DETAILS ON SHEET 08

TO CONTROL CRACKING DUE TO SHIPPING

J BARS MAY BE ADDED TO SKEWED BEAMS

STANDARD STIRRUP

1"

THE REQUIREMENTS SPECIFICED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.

CONTROL, NOT PREVENTION. IF TOP LONGITUDINAL REINFORCING IS USED, THE ALLOWABLE TENSILE STRESSES MUST STILL BE LIMITED TO THE

DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. THIS REINFORCING IS FOR CRACK WIDTH AND LENGTH

EXCEED 200 PSI. THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN THE TOP FLANGE AT RELEASE. THIS REINFORCING SHALL BE

5. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM ENDS IF THE TOP FIBER STRESSES

4. BEAMS MAY BE FABRICATED WITH HIGHER SKEWS, HOWEVER ADDITIONAL CRACKING IN THE TOP FLANGE MAY OCCUR.

THE SHOP AS A SECONDARY POUR CAN HELP TO PREVENT THE GROWTH OF THESE CRACKS DURING SHIPPING AND ERECTION.

THE TWO J SHAPED BARS SHOWN MAY BE COMBINED INTO ONE INVERTED U SHAPED BAR. THE USE OF A SEMI-INTEGRAL BACKWALL THAT IS CAST IN

FLANGE / BEAM STEM INTERFACE RUNNING PARALLEL TO THE STEM. #5 J BARS ARE USED TO SUPPLEMENT THIS REINFORCING.

COMMON FORM OF POTENTIAL CRACKING IN THIS AREA IS A SERIES OF VERTICAL HAIRLINE CRACKS THROUGH THE INSIDE RADIUS OF THE TOP

3. PLACE 2-#4 BARS AT THE BEAM END IN THE TOP FLANGE TO CONTROL TOP FLANGE END CRACKING DURING RELEASE AND HANDLING. THE MOST

BE PLACED IN AREAS WHERE DEBONDING IS TERMINATED.

2. THE AMOUNT OF SPLITTING REINFORCING MAY BE REDUCED BY DEBONDING STRAND IN THIS AREA. ADDITIONAL SPLITTING REINFORCING SHOULD

END VERTICAL BARS MAY NOT BE NECESSARY DEPENDING ON THE DESIGN.

1. THE BARS SHOWN ARE APPROXIMATELY THE MAXIMUM NUMBER THAT CAN BE FIT WITHIN THE NEXT 28 D BEAM. SOME OR ALL OF THESE ADDITIONAL

NOTES:

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ation only. P



nal s

ervices

or da


ation. P



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CI

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missio

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The details sho

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ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15

REINFORCING NOT SHOWN

REINFORCED DECK SLAB

END DIAPHRAGM

#5 (TYP)

APPROACH SLAB

CLOSED CELL FOAM

BELOW DIAPHRAGM

EXPANDED POLYSTYRENE FOAM

DIAPHRAGM

REINFORCING INTO

EXTEND STRAND AND/OR

2. INTERMEDIATE DIAPHRAGMS ARE NOT REQUIRED.

APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.

1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTAION STANDARDS FOR TYPE 1

NOTES:

CANTILEVER ABUTMENT

NEXT F - SAMPLE END DIAPHRAGM DETAIL



SLAB

PRECAST APPROACH

CONNECTION TO BACKWALL

REINFORCING TO PROVIDE


ABUTMENT STEM

NOTE: ALL REINFORCEMENT NOT SHOWN

IN PLANT OR FIELD CAST.

SEMI-INTEGRAL BACKWALL. SECONDARY POUR

COMNPRESSIBLE MATERIAL

CLOSED CELL FOAM OR OTHER

ELASTOMERIC BEARING

NEXT F - SAMPLE SEMI-INTEGRAL ABUTMENT SECTION


1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION STANDARDS FOR TYPE 2

NOTES:

STRAND (TYP.)

EXTEND PRESTRESSING

EXPANDED POLYSTYRENE

ELASTOMERIC BEARING (TYP)

BEAM END (TYP)

DOWEL PIN IF REQUIRED BY DESIGN

PIER CAP

TRANSVERSE DECK REINFORCING NOT SHOWN

CONTINUOUS DECK REINFORCING

NEXT F - SAMPLE PIER CONTINUITY DETAIL

CRACKING OF THE END DIAPHRAGM.

DECK AND CLOSURE POUR CONCRETE IN ORDER TO ALLOW FOR BEAM ROTATION WITHOUT

2. THE DESIGNER SHOULD SPECIFY THE TIMING AND SEQUENCE OF THE PLACEMENT OF THE

1. THE DETAILS SHOWN ARE SCHEMATIC. REFER TO STATE STANDARDS FOR SPECIFIC DETAILS.

NOTES:

CLOSURE POUR



CLOSURE POUR

PILE

PRECAST INTEGRAL ABUTMENT

SLAB

PRECAST APPROACH

REINFORCING BETWEEN STEMS

CONNECTION TO ABUTMENT

POSITIVE MOMENT



CORRUGATED METAL PIPE VOID

FACILITATE CONCRETE PLACEMENT AND PREVENT VOIDS

4" DIAMETER BLOCKOUTS IN TOP FLANGE TO

NEXT F - SAMPLE INTEGRAL ABUTMENT SECTION

2. A PRECAST PIECE SIMILAR TO THE BACKWALL PIECE CAN BE USED AT THE ENDS OF THE ABUTMENT ALSO.



NOTES:

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XT E

BE

AM - S

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PR

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AST/P

RESTR

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D

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ation only. P



nal s

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or da


ation. P



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The details sho

wn are guidelin


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ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15



END DIAPHRAGM

#5 (TYP)

APPROACH SLAB

CLOSED CELL FOAM

BELOW DIAPHRAGM

EXPANDED POLYSTYRENE FOAM

DIAPHRAGM

REINFORCING INTO


ELASTOMERIC BEARING




NOTES:

CANTILEVER ABUTMENT

NEXT E - SAMPLE END DIAPHRAGM DETAIL



SLAB

PRECAST APPROACH




ABUTMENT STEM



ELASTOMERIC BEARING

NEXT E - SAMPLE SEMI-INTEGRAL ABUTMENT SECTION






NOTES:

STRAND (TYP.)

EXTEND PRESTRESSING



BEAM END (TYP)


PIER CAP



NEXT E - SAMPLE PIER CONTINUITY DETAIL

CRACKING OF THE END DIAPHRAGM.

DECK AND CLOSURE POUR CONCRETE IN ORDER TO ALLOW FOR BEAM ROTATION WITHOUT

2. THE DESIGNER SHOULD SPECIFY THE TIMING AND SEQUENCE OF THE PLACEMENT OF THE

1. THE DETAILS SHOWN ARE SCHEMATIC. REFER TO STATE STANDARDS FOR SPECIFIC DETAILS.

NOTES:

CLOSURE POUR



CLOSURE POUR

PILE


SLAB

PRECAST APPROACH



POSITIVE MOMENT






NOTE: ALL REINFORCING NOT SHOWN

NEXT E - SAMPLE INTEGRAL ABUTMENT SECTION




NOTES:

NE

XT

D

BE

AM - S

UBSTR

UC

TU

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DET

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S

NE

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RE

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DES

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TM

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DIS

CLAIM

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PR

EC

AST/P

RESTR

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D

CO

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RETE IN

STIT

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NO

RT

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EXT)

BE

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DET

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S

thro

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priate professio

nal.


ation only. P



nal s

ervices

or da


ation. P



nding that P

CI

sources belie

ved to be relia

ble. P


mbers


missio

n

The details sho

wn are guidelin


d sta

ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15



APPROACH SLAB

CLOSED CELL FOAM

DIAPHRAGM

AROUND BEARINGS AND BELOW

EXPANDED POLYSTYRENE FOAMEND TO SUPPORT DIAPHRAGM

REINFORCING FROM BEAM


END DIAPHRAGM

CAST-IN-PLACE CONCRETE

FOR FLOW OF CONCRETE

BLOCK OUT TOP FLANGE TO ALLOW

CANTILEVER ABUTMENT

NEXT D - SAMPLE END DIAPHRAGM DETAIL



1. THESE DETAILS ARE SIMILAR TO MASSACHUSETTS DEPARTMENT OF TRANSPORTATION STANDARDS FOR TYPE 1

NOTES:



SLAB

PRECAST APPROACH




ABUTMENT STEM



ELASTOMERIC BEARING


NEXT D - SAMPLE SEMI-INTEGRAL ABUTMENT SECTION






NOTES:

STRAND (TYP.)

EXTEND PRESTRESSING



BEAM END (TYP)


PIER CAP



MAY BE REQUIRED TO ADDRESS THIS CONDITION.

REMAINING STEM (WITHOUT THE FLANGE). DEBONDING OF STRAND OR ADDITIONAL REINFORCMENT

2. IF THE TOP FLANGE IS BLOCKED OUT AS SHOWN, THE ENGINEER SHOULD CHECK STRESSES IN THE

1. THE DETAILS SHOWN ARE SCHEMATIC. REFER TO STATE STANDARDS FOR SPECIFI DETAILS.

NOTES:

NEXT D - SAMPLE PIER CONTINUITY DETAIL

CLOSURE POUR



CLOSURE POUR

PILE


SLAB

PRECAST APPROACH



POSITIVE MOMENT






NOTE: ALL REINFORCING NOT SHOWN

NEXT D - SAMPLE INTEGRAL ABUTMENT SECTION




NOTES:

MIS

CELLA

NE

OU

S

NE

XT B

EA

M

DET

AIL

S

NE

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RE

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TM

PCI

DIS

CLAIM

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PR

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AST/P

RESTR

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D

CO

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NO

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DET

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S

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nal.


ation only. P



nal s

ervices

or da


ation. P



nding that P

CI

sources belie

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missio

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The details sho

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d sta

ndards. T

he inform


m

ISS

UE

DATE: 03 / 10 / 15

11•"

FRONT ELEVATION

SIDE ELEVATION

BRIDGE SEAT

BEAM STEM

ELASTOMERIC BEARING

TAPERED INTERNAL SOLE PLATE

ELASTOMERIC BEARING

BEAM STEM

BRIDGE SEAT

MAX.

NARROW ELASTOMERIC BEARING DETAILS

5. TYPICAL KEEPER BLOCKS MAY BE USED BETWEEN THE STEMS FOR LATERAL RESISTANCE.

OF THE BEAM.

4. ELASTOMERIC SHIMS MAY BE USED TO PROPERLY SEAT BEAMS AND ADJUST THE ELEVATION OF THE TOP

3. BRIDGE SEAT AND BEARING MAY BE SLOPED TO MATCH THE CROSS SLOPE OF THE ROADWAY ABOVE.

THE BEARING. DETAILS FOR OTHER STATES WILL VARY.

TRANSPORTATION STANDARDS THAT INCLUDE THE USE OF AN EMBEDDED TAPERED STEEL SOLE PLATE IN

2. A TAPERED ELASTOMERIC BEARINGS IS SHOWN. THIS IS BASED ON MASSACHUSETTS DEPARTMENT OF

TO OR LESS THAN 11 1/2" WIDE.

1. THESE DETAILS ARE ONLY REQUIRED FOR NON-INTEGRAL SUBSTRUCTURES WITH BEARINGS THAT ARE EQUAL

NOTES:

BEAM STEM

ELASTOMERIC BEARING

BEAM STEM

ELASTOMERIC BEARING

FRONT ELEVATION

SIDE ELEVATION

BRIDGE SEAT

„" THICK NEOPRENE PADBEAM STEM

ELASTOMERIC BEARING

BEAM STEM

FRONT ELEVATION

SIDE ELEVATION

BRIDGE SEAT

„" THICK NEOPRENE PAD

ELASTOMERIC BEARING

3•"

INSERT SHOWN, OTHERS SIMILAR.

ANTICIPATED LOADS. LOOP FERRULE

DESIGNER TO SIZE INSERT BASED ON

PLACE INSERT BETWEEN STRAND ROWS.

NON-BOLTED OPTION

WIDE BEARING DETAILSBOLTED OPTION

WIDE BEARING DETAILS

WITH KEEPER TABS

BEVELED SOLE PLATE

WITH KEEPER TABS

BEVELED SOLE PLATE

WITH KEEPER TABS

BEVELED SOLE PLATE

WITH KEEPER TABS

BEVELED SOLE PLATE

TO STATE STANDARDS.

8. THE BOLTED PLATE OPTION SHOWN MAY BE MODIFIED TO PRODUCE A TYPICAL FIXED ELASTOMERIC BEARING. REFER

7. TYPICAL KEEPER BLOCKS MAY BE USED BETWEEN THE STEMS FOR LATERAL RESISTANCE.

THE SHIMS TO BE PLACED ON TOP OF OR BELOW THE BEARING.

TO PROPERLY SEAT BEAMS AND ADJUST THE ELEVATION OF THE TOP OF THE BEAM. BOLTED BEARINGS WOULD REQUIRE

6. ELASTOMERIC SHIMS MAY BE USED BETWEEN THE BOTTOM OF STEM AND TOP OF PLATE ON NON-BOLTED BEARINGS

HOLES IN THE BEAM FORM FOR THE INSERTS.

5. THE NON-BOLTED OPTION IS THE PREFERRED OPTION. USE OF THE BOLTED OPTION MAY REQUIRE THE DRILLING OF

OBTAINED BY BOLTING THE SIDE TABS INTO THE BEAM STEM (BOLTED OPTION).

4. THE SOLE PLATE CAN BE KEPT IN PLACE WITH FRICTION (NON-BOLTED OPTION). ADDITIONAL FIXITY CAN BE

3. BRIDGE SEAT AND BEARING ASSEMBLY SHOULD BE SLOPED TO MATCH THE CROSS SLOPE OF THE ROADWAY ABOVE.

2. BEARING MAY BE TAPERED IN LIEU OF THE BEVELED SOLE PLATE. SEE NARROW BEARING DETAILS ON THIS SHEET.

1. THESE DETAILS ARE ONLY REQUIRED FOR NON-INTEGRAL SUBSTRUCTURES.

NOTES:

INTO UNDERSIDE OF TOP FLANGE

OPTION 1: THREADED INSERT CAST

SAMPLE UTILITY SUPPORT DETAILS

NEXT F AND E BEAMS

SLEEVE CAST INTO TOP FLANGE

OPTION 2: THREADED ROD INSERTED THROUGH

5. THE DESIGN ENGINEER SHOULD DETAIL ANY ADDITIONAL REINFORCING REQUIRED TO RESIST THE UTILITY LOADS.

ACCEPTABLE.

4. THIS DETAIL SHOWS THE UTILITY SUPPORT BETWEEN AT THE CENTERLINE OF THE BEAM. OTHER LOCATIONS ARE

3. ONE TYPE OF UTILITY SHOWN, OTHER UTILITIES SIMILAR. REFER TO INDIVIDUAL UTILITY COMPANY DETAILS.

WITH THE STEM REINFORCING AND STRAND AND THE DIFFICULTIES OF SETTING ANCHORS PRIOR TO CASTING.

2. PLACEMENT OF ANCHORS IN THE STEM OF THE BEAM SHOULD BE AVOIDED DUE TO THE POTENTIAL FOR INTERFERENCE

POLICIES FOR OVERHEAD ANCHORING.

SLEEVES CAST INTO THE TOP FLANGE. OVERHEAD DRILLED-IN ANCHORS SHOULD NOT BE USED. REFER TO STATE

1. HANGER RODS FOR UTILITIES SHOULD BE ATTACHED TO THE BEAM BY MEANS OF CAST-IN-PLACE INSERTS OR THROUGH

NOTES:

UNDERSIDE OF TOP FLANGE

THREADED INSERT CAST INTO

SAMPLE UTILITY SUPPORT DETAILS

NEXT D BEAM

5. THE DESIGN ENGINEER SHOULD DETAIL ANY ADDITIONAL REINFORCING REQUIRED TO RESIST THE UTILITY LOADS.

ACCEPTABLE.

4. THIS DETAIL SHOWS THE UTILITY SUPPORT BETWEEN AT THE CENTERLINE OF THE BEAM. OTHER LOCATIONS ARE

3. ONE TYPE OF UTILITY SHOWN, OTHER UTILITIES SIMILAR. REFER TO INDIVIDUAL UTILITY COMPANY DETAILS.

INVESTIGATED.

CONSIDERED, HOWEVER THE POTENTIAL FOR INTERFERENCE WITH THE STEM REINFORCING AND STRAND SHOULD BE

2. PLACEMENT OF THE ANCHORS IN THE FLANGE IS PREFERRED. PLACEMENT OF ANCHORS IN THE STEM MAY BE

DRILLED-IN ANCHORS SHOULD NOT BE USED. REFER TO STATE POLICIES FOR OVERHEAD ANCHORING.

1. HANGER RODS FOR UTILITIES SHOULD BE ATTACHED TO THE BEAM BY MEANS OF CAST-IN-PLACE INSERTS. OVERHEAD

NOTES:

next e beams next d beams - pcin e x t n f t-p r o f il e e a c c o m m o d a t io n i d e t a il s...

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