NORTHEAST EXTREME TEE (NEXT) BEAM GUIDE DETAILS
These guidelines and guide details have been developed for the purpose of promoting a greater degree of uniformity
among owners, engineers and industry with respect to planning, designing, fabricating and constructing the Northeast
Extreme Tee (NEXT) Beam for bridges.
In response to needs determined by Northeast Transportation Agencies, and Prestressed Concrete Producers, the
PCI Northeast Bridge Technical Committee prepared these guidelines and guide details to promote uniformity of
design and details throughout the region.
The PCI Northeast Bridge Technical Committee Members:
Rita Seraderian PCI Northeast
Michael Culmo CHA Consulting, Inc.
Raymond Basar Connecticut DOT
Bryan Reed Connecticut DOT
Joel Veilleux Maine DOT
Richard Meyers Maine DOT
Taylor Clark Maine DOT
Alex Bardow Mass. DOT
Edmund Newton Mass. DOT (Ret.)
Michael Merlis Mass. DOT
David Scott New Hampshire DOT
Jason Tremblay New Hampshire DOT
Duane Carpenter NYSDOT
Scott Lagace NYSDOT
Ramiz Turan NYSDOT
Adrienne LiBritz-Cooley NYSDOT
Mike Twiss NYSDOT (Ret.)
Mike Savella State of Rhode Island DOT (Ret.)
Stephen Coley VTRANS
Rob Young VTRANS
Brennon Barnard Dailey Precast
Scott Harrigan The Fort Miller Co., Inc.
Joe Carrara J. P. Carrara & Sons
Troy Jenkins Northeast Prestressed Products
Chris Fowler Oldcastle Precast
Bruce Miller Unistress Corp.
James Cutler Unistress Corp.
Chris Moore United Concrete Precast
Bill Augustus United Concrete Precast
Eric Calderwood Calderwood Eng.
John Byatt Fuss & O'Neill
Ben Cota GCP Applied Tech
Paul Moyer Gill Engineering
Darren Conboy Jacobs Engineering
Ed Barwicki Lin Associates
Sergio Brena University of Mass.
The details shown are guidelines and should not be considered standards.
The information has been obtained from sources believed to be reliable. PCI
Northeast or its membership shall not be responsible for any errors, omissions
or damages arising out of this information. PCI Northeast has published this
work with the understanding that PCI Northeast is supplying information only.
PCI Northeast is not rendering engineering or other professional services
through this guideline. If such services are required, please seek an
appropriate professional.
WWW.PCINE.ORG
Report Number:
PCINER-12-NEXT
Copyright 2020
By: Precast/Prestressed Concrete Institute Northeast
Northeast Extreme Tee (NEXT) Beam Guide Details
Second Edition 2021
Issue Date: 1/22/2021
All rights reserved. This guide or any part thereof may
not be reproduced in any form without the written
permission of the Precast/Prestressed Concrete Institute
Northeast.
Page i
NEXT Beam Frequently Asked Questions
General Questions
1. Is the NEXT Beam Proprietary?
The NEXT Beam is a regional standard that was developed by the northeast state departments of
transportation, consultants, and fabricators. Similar to other standard bridge sections, it is
available from multiple fabricators and it is not proprietary.
2. Who supplies the NEXT Beam?
The NEXT Beam is produced by many PCI Certified precast producers. Contact your local PCI
Regional Association or local producer.
3. Is the NEXT Beam acceptable to bridge owner agencies?
Yes. The NEXT Beam was developed by a consortium of state bridge engineers from all six New
England states and New York and members of the Northeast region of PCI. In addition, many
other DOT bridge offices in the United States are using the beam.
4. Is the NEXT Beam more economical than other bridge systems?
The NEXT Beam is efficiently designed to minimize labor in both the manufacturing plant and at
the job site. The lack of draped (harped) strands is a significant benefit during fabrication. The
elimination of deck forming in the field saves significant time during construction, and also provides
an instant platform for work, making for a much safer project. NEXT beam bridges are a cost-
effective structure and have reduced the overall cost of building bridges in the Northeast.
5. What is the difference between the D, E and F Beam?
• The D Beam (Deck Beam) is a beam with an integral full-depth flange that acts as the
structural bridge deck. This allows the bridge to be ready for traffic soon after the beams are
erected.
• The F Beam (Flange Beam) is a beam with a partial-depth flange, which serves as the
formwork for a conventional cast-in-place reinforced concrete deck. This results in a
monolithic deck surface at the expense of a few extra days of site construction. The top flange
of the F Beam eliminates the need for deck forming (including the overhang), which is a
tremendous time saver.
• The E Beam (Deck/Flange Beam) is a beam that has a top flange that is intended to act as
the bottom portion of the structural deck. A reinforced cast-in-place concrete topping is used
to complete the structural deck, which will reduce the amount of CIP deck concrete in the field
from approximately 8” to 4”. The top flange of the NEXT Beam eliminates the need for deck
forming (including the overhang),
6. How do I handle utilities on my bridge?
One of the main reasons the NEXT beam was developed was to handle multiple utilities, unlike
the box beam, which can only accommodate a few. Utility supports can be coordinated with the
Manufacturer and be cast into the beam at the time of fabrication to expedite installation time out
in the field.
7. Are diaphragms required?
Intermediate diaphragms are not required for the NEXT Beams. AASHTO LRFD Bridge Design
Specifications require diaphragms at the supports where there is a joint in the deck.
8. What is the recommended bearing type?
NEXT Beams are typically supported on reinforced elastomeric bearing pads. Details have been
developed and are found on Detail Sheet NEXT 15 of the guidelines. Bearings that can be
adjusted vertically may be beneficial for complex geometries. For example, on a skewed bridge
with a vertical curve, the support points are out of plane, creating the need for a variable 4-point
support system. The adjustable bearing will solve this problem.
Bridge Geometry Questions
1. What are the typical span lengths and widths?
The NEXT Beam can range from a length of 30’ to 80’ and a nominal width of 8’ to 12’ for the
NEXT F beams, 8’ to 10’ for the NEXT D Beams and 8’ to 9.5’ for NEXT E. These span ranges
are approximate since they are based on certain design parameters such as parapet weight and
overlay options. Actual span capabilities should be checked for each situation based on the actual
design parameters. Please consult the attached Detail Sheets.
2. Can NEXT Beam be used for a skewed bridge?
Yes. PCI Northeast recommends a maximum skew for each beam type (AASHTO skew convention)
but it may be possible to exceed this value (the largest skew built has been 45 degrees). The
concern is with regard to cracking at release in the fabrication plant. Experience with double tee
beams has shown the potential for longitudinal cracking in the top flange near the interior stem
surfaces. Additional reinforcement has been placed in this region; however, the potential for the
development of these cracks is still present and larger skews would mean longer cracks in the end
zone. Skewed NEXT D beams general have less cracking than NEXT F or E beams due to the 8”
flange and two layers of flange reinforcement. Skewed beams may require special bearing details.
See General Question Number 8.
3. Can the NEXT Beam be used for a curved bridge?
The widths of the NEXT Beams can be adjusted readily in fabrication to accommodate gentle
curves. The flanges of the exterior NEXT Beams can be curved (in plan) to produce a curved
roadway geometry, provided that the flanges fall within the design envelope shown on Detail Sheet
NEXT 01.
4. Can the NEXT Beam be used for a variable width bridge?
The widths of the NEXT Beams can be adjusted readily in fabrication to accommodate roadways
that are tapered in plan. The flange width of the NEXT Beams can be tapered, creating a slightly
‘pie shaped’ beam that would be used for splayed layouts.
5. How do you accommodate roadway profiles with a cambered NEXT Beam?
The accommodation of roadway profiles with a cambered NEXT beam can be handled in several
ways. The thickness of the deck topping concrete on NEXT E and F Beam bridges can be varied.
The thickness of the top flange on Next D Beams can be varied; however, this comes at a higher
cost due to the need for more complex forming in the fabrication plant. Another option is to vary
the thickness of the overlay (if allowed by state standards) to provide the desired profile. See Profile
Details on Detail Sheets NEXT 03 through 05.
6. How do you accommodate roadway cross slopes and crowns?
The beams can be set to match the roadway cross slope. This is not normally done with
prestressed I-Beams due to issues with stability. The large lateral stiffness of the NEXT Beam
allows for this approach, which greatly simplifies the installation. Roadway crowns can be
accommodated at the joints between the beams, or within the topping or overlay. See Detail Sheet
NEXT 08.
7. Is it possible to design NEXT Beam that is narrower than the 8-foot minimum?
The 8-foot minimum was set to provide relatively equal stem spacing (within 2 feet), to provide
room for inspection access of the stems between the beams, and to avoid impacting the curved
fillet on the underside of the top flange. A minor reduction from this minimum can be used with
permission from the owner.
8. Is it possible to design half section single tee using the NEXT Beam Form?
It is possible to use a half section for cases where a specific bridge width is required or for bridges
were staged construction does not permit full width sections.
9. Is it possible to step (dap) the bottom of the stem at the support?
This should only be done for special situations where the height of the bridge seat must be raised
(i.e. low clearance straddle bent). Special care should be exercised in the design to prevent
cracking in this critical area. The PCI Design Handbook contains a recommended design
procedure for this situation.
Page ii
NEXT Beam Frequently Asked Questions
Design Questions
1. What bridge software can be used to design a NEXT Beam bridge?
Engineers in New England and New York have used PS Beam (www.lrfd.com) to design NEXT
Beam bridges. ConSpan by Leap (www.bentley.com) and PG Super (www.pgsuper.com) are also
viable software packages.
2. Are the span charts on Detail Sheet NEXT 08 acceptable for preliminary design?
The values shown are not guaranteed and should be considered approximate. They are intended
to be used as a starting point for preliminary layout. The actual maximum span lengths are affected
by a number of assumptions, some of which are listed in the notes on Detail Sheet NEXT 08.
Check the assumptions against your project design requirements before selecting a beam size.
During preliminary design and structure type studies, the beams should be checked to ensure that
a section will work.
3. How do I distribute dead and live load to the NEXT beams?
Guidelines for the Live Load Distribution Factors for F, E and D Beams are found on Detail Sheet
NEXT 01.
4. Can I design the beams for continuity?
Yes. This would be done the same way as any prestressed concrete beams. The negative moment
reinforcement can be cast into the deck on the NEXT F or E design. For the NEXT D design,
mechanical couplers could be considered, or the top flange could be dapped with projecting
reinforcing. Care shall be taken with dapping beams. The designer should check stresses in the
dapped area. The positive moment reinforcement could be strand extensions or mild
reinforcement projecting from the stem.
5. How do I design deck reinforcement for a NEXT F Beam Bridge?
The design of the deck is based on a normal stringer bridge. It is recommended that the top flange
not be used in the deck design. The deck can be designed by treating each stem as an individual
beam with the deck spanning between stems.
6. How do I design deck reinforcement for a NEXT D and E Beam Bridge?
The design of the deck is based on a normal stringer bridge. The deck can be designed by treating
each stem as an individual beam with the deck spanning between stems. The reinforcing for the
NEXT D is fully cast into the top flange. The bottom mat reinforcing for the NEXT E is fully cast
into the beam, the top mat is placed in the topping.
7. How do I design the connection between the NEXT D and E Beams?
The connections should be a reinforced moment connection. The design of the connection should
be based on the moments generated using a standard AASHTO strip method. The deck can be
designed by treating each stem as an individual beam with the deck spanning between stems.
Once the positive moment is calculated at the joint, the section can be checked assuming that the
projecting bars are fully developed. The reinforcing shown on the typical details should work for
most scenarios; however, it should be checked for each design.
8. How do I design integral abutments using the NEXT beam?
The design of integral abutment bridges using NEXT beams is the same as any stringer bridge.
See Detail Sheets NEXT 12-14.
9. Is post-tensioning required to connect NEXT D Beams (similar to box beams)?
NEXT D Beams have been developed with reinforced closure joints, which eliminates the need to
use transverse post-tensioning to connect the flanges. This meets the AASHTO requirements for
load distribution and is considered to be sufficient to make the beams act as a unit.
10. Some states connect decked beams with welded ties. Is that acceptable for NEXT Beams?
Welded tie connections are common in parking structures but have been found to be inadequate
for truck loading. Most states are changing flange connection details to one similar to those shown
in these guide details.
Page iii
NEXT Beam Frequently Asked Questions
Deck and Wearing Surface Questions
1. How do you seal the longitudinal joints between beams?
Bridges using the F Beam will have a monolithic deck; therefore, there is no need for a flange edge
connection. The D and E Beams have reinforced joints. The design of these joints should be in
accordance with the AASHTO LRFD Guide Specifications for Accelerated Bridge Construction. In
general, the joints are designed to resist the moments and shears calculated using the AASHTO
strip method. The details shown are considered to fully develop the bars on the deck.
2. Why is the side of the keyway detailed with an exposed aggregate surface?
The exposed aggregate surface of the faces of the keys is recommended to improve grout bond
and minimize potential for leakage of the joint. This is consistent with the provisions of the
AASHTO LRFD Guide Specifications for Accelerated Bridge Construction. Note that there is no
amplitude requirement for the roughness of the surface, as long as the aggregate is visible on the
surface. Surface profile amplitude is an AASHTO LRFD Bridge Design Specification provision for
connecting a precast beam to a cast-in-place deck (interface shear). The shape of the shear keys
on NEXT D Beams provides the mechanical shear transfer mechanism, therefore a specific
amplitude is not required.
3. What is the recommended wearing surface?
The NEXT E and F Beam has a composite concrete deck cast on top; therefore, any agency
standard wearing surface treatment can be used, including bare concrete. The NEXT D Beam
has an integral deck cast into the beam. While not necessarily required, a wearing surface (either
thin concrete or bituminous) is recommended in order to provide the smoothest riding surface. If
bituminous wearing surfaces are used, a waterproofing membrane should be applied prior to
paving. Refer to agency standards for acceptable wearing surface options.
Page iv
Railing Questions
1. How are concrete railings (parapets) handled?
The use and details of concrete railings should conform to state standards. The deck overhang
thickness shall be detailed to provide adequate dowel/anchor embedment for the barrier to deck
connection. Deck overhangs supporting railings should be designed for the same provisions used
for a cast-in-place deck. The required additional top reinforcing is placed in the topping for NEXT
F and E beams, and within the top flange for NEXT D beams. .
2. Can metal bridge railings be used on a NEXT D Beam without a cast in place curb?
The use and details of metal railings, with and without curbs, should conform to state standards.
The deck overhang thickness shall be detailed to provide adequate dowel/anchor embedment for
the railing and curb to deck connection. Deck overhangs supporting railings should be designed
for the same provisions used for a cast-in-place deck.
3. How is the variable height of the concrete railing or curb calculated as shown on Detail
Sheet NEXT 03 through 05?
This is a relatively complicated calculation. The designer needs to calculate the estimated heights
based on at least the following variables:
• Roadway profile (tangent, crest vertical curve. or sag vertical curve)
• Estimated beam camber
• Beam seat elevations
• Dead load deflection of the beam
The calculations are similar to those used to calculate beam haunches on prestressed girders with
cast-in-place concrete decks. As with beam haunches, the designer can specify that the beam
edges be surveyed after erection and the barrier or curb heights adjusted based on camber and
construction tolerances.
g
g
s
s
GENERAL NOTES
01
DESIGN AND IMPLEMENTATION GUIDELINES
LIVE LOAD DISTRIBUTION FACTOR CALCULATIONS
GENERAL NOTES
INDEX OF DETAIL SHEETS
MISCELLANEOUS NEXT BEAM DETAILS
NEXT 15
NEXT D BEAM - SUBSTRUCTURE DETAILS
NEXT 14
NEXT E BEAM - SUBSTRUCTURE DETAILS
NEXT 13
NEXT F BEAM - SUBSTRUCTURE DETAILS
NEXT 12
NEXT D BEAM - DECK DETAILS
NEXT 11
NEXT E BEAM - DECK DETAILS
NEXT 10
NEXT F BEAM - DECK DETAILS
NEXT 09
NEXT BEAM - TYPICAL BRIDGE SECTIONS
NEXT 08
NEXT BEAM - SECTION PROPERTIES
NEXT 07
NEXT BEAM - TYPICAL BEAM REINFORCING
NEXT 06
NEXT D - PROFILE ACCOMMODATION DETAILS
NEXT 05
NEXT E - PROFILE ACCOMMODATION DETAILS
NEXT 04
NEXT F - PROFILE ACCOMMODATION DETAILS
NEXT 03
BEAM USAGE
NEXT 02
GENERAL NOTES
NEXT 01
BEAMS AT THE BRIDGE SITE.
LIFTING METHODS SHOULD BE EMPLOYED FOR THE ERECTION OF THE
METHODS THAT MINIMIZE TWISTING OF THE BEAMS. THE SAME
SHIPPING AND HANDLING. THE FABRICATOR SHOULD DEVELOP
LONGITUDINAL TOP FLANGE CRACKING CAUSED BY TWISTING DURING
(PARTICULARLY NEXT F AND E BEAMS) ARE SENSITIVE TO
IS THE RESPONSIBILITY OF THE FABRICATOR. NEXT BEAMS
THE DESIGN OF SHIPPING AND HANDLING METHODS FOR NEXT BEAMS
5. INCLUDE THE FOLLOWING NOTE ON THE PLANS:
- FINAL
- 30 DAYS (OR ASSUMED DATE OF INSTALLATION)
- AT RELEASE
FOLLOWING INTERVALS:
4. CALCULATE CAMBERS AND NOTE THEM ON THE PLANS AT THE
- SPEED OF SET
- STRENGTH OF CONCRETE IN CLOSURE POURS
- FINAL STRENGTH
- RELEASE STRENGTH
3. SPECIFY THE REQUIRED CONCRETE STRENGTHS:
LOAD, SPECIAL DETAILS FOR INTEGRAL ABUTMENTS, ETC.
PRESTRESSING STRAND FOR BEAM ENDS FOR CONTINUITY OF LIVE
VARYING GEOMETRIC END TREATMENTS, EXTENSIONS OF
2. CREATE SPECIAL BEAM END DETAILS AS NEEDED, SUCH AS
- 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
CLOSURE POURS ACCORDING TO THE AASHTO LRFD BRIDGE DESIGN
- CHECK DECK REINFORCING IN THE TOP FLANGE AND THE
- NUMBER OF STRAIGHT STRAND AND LAYOUT
OWNER, INCLUDING:
DESIGN SPECIFICATIONS (9TH ED.) AND THE REQUIREMENTS OF THE
1. DESIGN THE BEAM ACCORDING TO THE AASHTO LRFD BRIDGE
IT IS THE DESIGNER'S RESPONSIBILITY TO:
THE ENTIRE NEXT D BEAM
- APPLY THE COMBINED DISTRIBUTION FACTOR FOR THE DESIGN OF
TOGETHER
- COMBINE (ADD) THE TWO DISTRIBUTION FACTORS FOR EACH STEM
SHALL APPLY
- THE APPLICATION OF THE LEVER RULE FOR EXTERIOR STEMS
THE TABLES IN ARTICLE 4.6.2.2.2.
- CALCULATE THE DISTRIBUTION FACTORS FOR EACH STEM USING
THE EQUATIONS
- USE THE AVERAGE STEM SPACING FOR THE BEAM SPACING TERM IN
- SEE ADJACENT DETAIL FOR CALCULATION OF e AND t
DECK)
COMPOSITE DECK (BOTTOM OF TOP FLANGE TO THE TOP OF THE
- ASSUME THAT THE FLANGE PORTION OF THE BEAM IS THE
(UP TO THE UNDERSIDE OF THE TOP FLANGE)
- ASSUME THAT THE STEM PORTION OF THE BEAM IS THE STRINGER
BEAM SECTION PROPERTIES USED FOR CALCULATION OF I AND A)
- TREAT EACH STEM AS AN INDIVIDUAL STRINGER (HALF OF TOTAL
THAT THE DECK IS SUFFICIENTLY CONNECTED TO ACT AS A UNIT
- USE AASHTO CROSS SECTION I (ARTICLE 4.6.2.2.1) ASSUMING
NEXT D BEAMS:
THE ENTIRE NEXT F BEAM
- APPLY THE COMBINED DISTRIBUTION FACTOR FOR THE DESIGN OF
TOGETHER
- COMBINE (ADD) THE TWO DISTRIBUTION FACTORS FOR EACH STEM
SHALL APPLY
- THE APPLICATION OF THE LEVER RULE FOR EXTERIOR STEMS
THE TABLES IN ARTICLE 4.6.2.2.2.
- CALCULATE THE DISTRIBUTION FACTORS FOR EACH STEM USING
THE EQUATIONS
- USE THE AVERAGE STEM SPACING FOR THE BEAM SPACING TERM IN
- SEE ADJACENT DETAIL FOR CALCULATION OF e AND t
BEAM SECTION PROPERTIES USED FOR CALCULATION OF I AND A)
- TREAT EACH STEM AS AN INDIVIDUAL STRINGER (HALF OF TOTAL
- USE AASHTO CROSS SECTION K (ARTICLE 4.6.2.2.1)
NEXT F AND E BEAMS:
- PROVIDES ADDITIONAL DECK PROTECTION
- ACCOUNTS FOR TOP FLANGE DIFFERENTIAL
- ELIMINATES THE NEED FOR DECK GRINDING
RECOMMENDED FOR THE FOLLOWING REASONS:
DECK OVERLAYS COMBINED WITH WATERPROOFING MEMBRANES ARE
THICKNESS FOR BEAM WEIGHT.
IN THE SECTION PROPERTIES, HOWEVER INCLUDE FULL DECK
" OF TOP FLANGE
2
1
ACCOUNT FOR THIS IN DESIGN, ASSUME LOSS OF
ROADWAY SURFACES AT LONGITUDINAL JOINTS MAY BE USED. TO
" CONCRETE GRINDING ALLOWANCE FOR CORRECTING UNEVEN
2
1
A
AASHTO M 203 GRADE 270
PRESTRESSING STRAND: LOW RELAXATION STRAND, 0.6" DIAMETER,
STANDARDS)
REINFORCING STEEL: fy = 60,000 PSI (COATING AS PER AGENCY
(1ST EDITION).
GUIDE SPECIFICATIONS FOR ACCELERATED BRIDGE CONSTRUCTION
DESIG SPECIFICATIONS (9TH EDITION) AND THE AASHTO LRFD
THE BASIS FOR THESE GUIDE DETAILS IS THE AASHTO LRFD BRIDGE
12
VARIES
0.375
13" 13"
5'-0"
6'-0"6'-0"
2
'
-
8
"
" CHAMFER (TYP)
4
3
R=4" (TYP)
NEXT BEAM DESIGN ENVELOPE
15" 15"
CENTERLINE OF BEAM
STEEL. SEE DETAIL SHEET NEXT 06.
THE OVERALL SHIPPING WIDTH OF THE BEAM WITH PROJECTING REINFORCING
6. LIMITATIONS ON WIDTH FOR NEXT D BASED ON WEIGHT OF THE BEAM AND
NEXT 06.
OF 12 FEET (INCLUDING PROJECTING REINFORCING STEEL). SEE DETAIL SHEET
5. LIMITATIONS ON WIDTH FOR NEXT E BASED ON MAXIMUM SHIPPING WIDTH
OF THE BOTTOM OF THE STEM.
STEMS, RESULTING IN MINOR VARIATIONS IN THE WIDTH OF THE BOTTOM
4. DEPTH VARIATIONS ACCOMMODATED BY INSERTS IN THE BOTTOM OF THE
3. ANY REASONABLE THICKNESS OF TOP FLANGE CAN BE PROVIDED.
DESIRED).
REQUIRE SPECIAL FORMING IN THE SHOP (CONTACT FABRICATORS IF THIS IS
FLANGE CAN BE EXCEEDED; HOWEVER, IT IS NOT RECOMMENDED AS IT WILL
ADJUSTABLE SIDE FORMS ON THE TOP FLANGE FORM. THE WIDTH OF THE TOP
2. THE VARIABLE WIDTH OF NEXT BEAM IS ACCOMMODATED WITH
DENOTES THE NEXT BEAM FORM THAT CANNOT BE ALTERED.
USED TO DESIGN A NEXT BEAM. THE LOWER PORTION OF THE ENVELOPE
1. THE PURPOSE OF THIS DETAIL IS TO DEFINE THE ENVELOPE THAT CAN BE
NOTES:
IN eg CALCULATION
NEGLECT THIS PORTION OF DECK
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NEXT E
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TREAT TOPPING AS THE "DECK"
TREAT STEM AND TOP FLANGE AS THE "BEAM"
TREAT TOPPING AS THE "DECK"
TREAT STEM AND TOP FLANGE AS THE "BEAM"
TREAT TOP FLANGE AS THE "DECK"
TREAT STEM AS THE "BEAM"
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
BEAM USAGE GUIDELINES
BEAM USAGE
02
NEXT D BEAMS
NEXT F BEAMS
NEXT E BEAMS
REINFORCED CIP CONCRETE DECK
8" MINIMUM
WEARING SURFACE
4" TOP FLANGE
REINFORCED CIP CONCRETE DECK
" MINIMUM
2
1
4
WEARING SURFACE
TOP FLANGE
4" INTEGRAL PARTIAL DECK/
INTEGRAL DECK/TOP FLANGE
8" MINIMUM
WEARING SURFACE
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.
O
R
G
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
NOTES
GUIDE.
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
PROFILE DETAILS.
CURVE ORDINATE, THE DETAILS WILL BE SIMILAR TO THE TANGENT
2. CREST VERTICAL CURVES: IF THE CAMBER IS LESS THAN THE
PARAPET WILL STILL VARY.
OF THE OVERLAY. NOTE THAT THE HEIGHT OF THE CURB OR
CONCRETE TOPPING. ANOTHER OPTION IS TO VERY THE THICKNESS
1. THE DETAILS SHOWN DEPICT VARYING THE THICKNESS OF THE
NEXT F - PROFILE ACCOMODATION DETAILS
03
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.
O
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G
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
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
FOR TYPICAL BEAM BRIDGES
MINIMUM THICKNESS AS PER STATE STANDARDS
REINFORCED CIP CONCRETE DECK
4" TOP FLANGE
WEARING SURFACE
CAUSED BY BEAM CAMBER
THICKER TOPPING THICKNESS AT ENDS
MINIMUM TOPPING THICKNESS AT MID-SPAN
MINIMUM TOPPING THICKNESS IF CAMBER IS LESS THAN ORDINATE
CURVE ORDINATE IS LARGER THAN CAMBER
THICKER TOPPING THICKNESS AT MID-SPAN IF VERTICAL
THICKER TOPPING IF CAMBER IS LESS THAN ORDINATE
CURVE ORDINATE IS LARGER THAN CAMBER
MINIMUM TOPPING THICKNESS AT ENDS IF VERTICAL
CONSTANT HEIGHT CURB/BARRIER
CONSTANT THICKNESS OVERLAY
THICKNESS VARIES
PLUS BEAM CAMBER
CAUSED BY VERTICAL CURVE ORDINATE
THICKER TOPPING THICKNESS AT ENDS
MINIMUM TOPPING THICKNESS AT MID-SPAN
TOPPING
CONSTANT THICKNESS
OVERLAY THICKNESS VARIES
CURB/BARRIER HEIGHT VARIES
NOTES
04
NEXT E - PROFILE ACCOMMODATION DETAILS
(PCINE-18-GCPMAB).
CAMBER AND PROFILE MANAGEMENT IN ADJACENT BEAMS
CAMBER, SEE PCI NORTHEAST DOCUMENT ENTITLED GUIDELINES FOR
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
APPLIES TO THE HEIGHT OF THE CURB OR BARRIER.
ADJUSTMENT OF THE TOPPING THICKNESS AS REQUIRED. THE SAME
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
PROFILE DETAILS.
CURVE ORDINATE, THE DETAILS WILL BE SIMILAR TO THE TANGENT
2. CREST VERTICAL CURVES: IF THE CAMBER IS LESS THAN THE
PARAPET WILL STILL VARY.
OF THE OVERLAY. NOTE THAT THE HEIGHT OF THE CURB OR
CONCRETE TOPPING. ANOTHER OPTION IS TO VERY THE THICKNESS
1. THE DETAILS SHOWN DEPICT VARYING THE THICKNESS OF THE
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.
O
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G
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SHEET NEXT
NO
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T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
NEXT E BEAMS
NEXT E BEAMS - TANGENT PROFILE
NEXT E BEAMS - CREST VERTICAL CURVE PROFILE
NEXT E BEAMS - SAG VERTICAL CURVE PROFILE
OPTION 2: VARY OVERLAY THICKESS
OPTION 1: VARY TOPPING THICKESS
" MINIMUM
2
1
4
REINFORCED CIP CONCRETE DECK
WEARING SURFACE
TOP FLANGE
4" INTEGRAL PARTIAL DECK/
MINIMUM TOPPING THICKNESS AT MID-SPAN
CAUSED BY BEAM CAMBER
THICKER TOPPING THICKNESS AT ENDS
CONSTANT HEIGHT CURB/BARRIER
CONSTANT THICKNESS OVERLAY
THICKNESS VARIES
CURB/BARRIER HEIGHT VARIES
OVERLAY THICKNESS VARIES
PLUS BEAM CAMBER
CAUSED BY VERTICAL CURVE ORDINATE
THICKER TOPPING THICKNESS AT ENDS
MINIMUM TOPPING THICKNESS AT MID-SPAN
MINIMUM TOPPING THICKNESS IF CAMBER IS LESS THAN ORDINATE
CURVE ORDINATE IS LARGER THAN CAMBER
THICKER TOPPING THICKNESS AT MID-SPAN IF VERTICAL
THICKER TOPPING IF CAMBER IS LESS THAN ORDINATE
CURVE ORDINATE IS LARGER THAN CAMBER
MINIMUM TOPPING THICKNESS AT ENDS IF VERTICAL
CONSTANT THICKNESS TOPPING
NOTES
05
NEXT D - PROFILE ACCOMODATION DETAILS
(PCINE-18-GCPMAB).
CAMBER AND PROFILE MANAGEMENT IN ADJACENT BEAMS
CAMBER, SEE PCI NORTHEAST DOCUMENT ENTITLED GUIDELINES FOR
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 VARIABLE NOTED ABOVE
BEAM.
THICKNESS TOP FLANGE AND/OR TOPPING IN THE DESIGN OF THE
4. THE ENGINEER SHOULD ACCOUNT FOR THE ESTIMATED VARIABLE
SAME APPLIES TO THE HEIGHT OF THE CURB OR BARRIER.
ADJUSTMENT OF THE OVERLAY THICKNESS MAY BE REQUIRED. THE
REQUIRING SURVEY OF THE BEAMS AFTER ERECTION, AND THEN
ON THE ESTIMATED CAMBER. THE PLANS SHOULD INCLUDE NOTES
THICKNESS OF THE TOP FLANGE OR OVERLAY ON THE PLANS BASED
3. THE ENGINEER SHOULD DETAIL THE ANTICIPATED VARIABLE
PROFILE DETAILS.
CURVE ORDINATE, THE DETAILS WILL BE SIMILAR TO THE TANGENT
2. CREST VERTICAL CURVES: IF THE CAMBER IS LESS THAN THE
STILL VARY.
OVERLAY. NOTE THAT THE HEIGHT OF THE CURB OR PARAPET WILL
TOP FLANGE. ANOTHER OPTION IS TO VERY THE THICKNESS OF THE
1. THE DETAILS SHOWN DEPICT VARYING THE THICKNESS OF THE
P
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O
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SHEET NEXT
NO
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A
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T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
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
OPTION 2: VARY OVERLAY THICKESS
INTEGRAL DECK/TOP FLANGE
8" MINIMUM
WEARING SURFACE
CAUSED BY BEAM CAMBER
THICKER TOP FLANGE THICKNESS AT ENDS
MINIMUM TOP FLANGE THICKNESS AT MID-SPAN
THICKER TOPPING IF CAMBER IS LESS THAN ORDINATE
CURVE ORDINATE IS LARGER THAN CAMBER
MINIMUM TOP FLANGE THICKNESS AT ENDS IF VERTICAL
MINIMUM TOP FLANGE THICKNESS IF CAMBER IS LESS THAN ORDINATE
CURVE ORDINATE IS LARGER THAN CAMBER
THICKER TOP FLANGE THICKNESS AT MID-SPAN IF VERTICAL
CONSTANT HEIGHT CURB/BARRIER
CONSTANT OVERLAY THICKNESS
THICKNESS VARIES
TOP FLANGE
BARRIER/CURB HEIGHT VARIES
OVERLAY THICKNESS VARIES
CONSTANT FLANGE THICKNESS
MINIMUM TOP FLANGE THICKNESS AT MID-SPAN
PLUS BEAM CAMBER
CAUSED BY VERTICAL CURVE ORDINATE
THICKER TOP FLANGE THICKNESS AT ENDS
NORMAL DECK REINFORCEMENT
#4 @ 6"
#4 @ 6"
2-#4
VA
R
I
E
S
VA
R
I
E
S
"
2
1
OV
E
R
10
FLANGES UNDER 10 1/2"
FLANGES OVER 10 1/2"
"
2
1
2
"
2
1
8
"
T
O
10
FLANGE ADJUSTMENT FOR PROFILE
1
NEXT E NOTES
NEXT F NOTES
NEXT D NOTES
DESIGN NOTES
STRAND LAYOUT NOTES
06
NEXT BEAM - TYPICAL BEAM REINFORCING
4. SEE DETAIL SHEET NEXT 15 FOR UTILITIES SUPPORT DETAILS.
STEM.
3. SHEAR REINFORCING SHOULD BE KEPT TO #4 BARS IN ORDER TO MAXIMIZE THE COVER ON THE SIDE OF THE
DECK ASSUMING THAT THE STEMS ARE INDIVIDUAL BEAMS.
2. THE DESIGN OF THE DECK REINFORCING SHOULD BE BASED ON A CONVENTIONAL CAST-IN-PLACE CONCRETE
VERIFY THIS REINFORCING FOR EACH DESIGN BASED ON THE ACTUAL DECK THICKNESS.
INCH THICK DECK. DESIGNERS SHOULD
2
1
SHOWN IS BASED ON A PRELIMINARY DESIGN OF A NEXT BEAM WITH AN 8
CAST-IN-PLACE CONCRETE TOPPING SHOULD BE DESIGNED TO COMPLETE THE STRUCTURAL DECK. THE REINFORCING
1. THE TOP FLANGE IS INTENDED TO ACT AS THE BOTTOM PORTION OF THE DECK. A REINFORCED
FACILITATE THE INSTALLATION OF THE STIRRUPS.
4. MINOR ADJUSTMENT OF THE SPACING OF THE TOP LONGITUDINAL REINFORCEMENT IS ALLOWABLE TO
3. SEE DETAIL SHEET NEXT 15 FOR UTILITY SUPPORT DETAILS.
STEM.
2. SHEAR REINFORCING SHOULD BE KEPT TO #4 BARS IN ORDER TO MAXIMIZE THE COVER ON THE SIDE OF THE
1. THE TOP FLANGE IS INTENDED TO ACT AS A STRUCTURAL DECK.
STRESS IN THE BEAM.
SHOULD NOT BE USED TO MEET THESE AASHTO PROVISIONS, SINCE THEY ARE ALREADY BEING USED TO CONTROL
PREVENTION. IT IS RECOMMENDED THAT IF FULLY TENSIONED TOP STRAND ARE INCLUDED IN THE DESIGN, THEY
LRFD BRIDGE DESIGN SPECIFICATIONS. THIS REINFORCING IS FOR CRACK WIDTH AND LENGTH CONTROL, NOT
IN THE TOP FLANGE AT RELEASE. THIS REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO
ENDS IF THE TOP FIBER STRESSES EXCEED 200 PSI. THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING
5. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM
4. ADDITIONAL REINFORCEMENT MAY BE REQUIRED FOR DECK OVERHANGS AND BARRIERS.
THE CRACK CONTROL PROVISIONS OF AASHTO ARTICLE 5.6.7 SHOULD ALSO BE CHECKED FOR THESE BARS.
DECK DESIGN. THE NESTED HOOKED BARS CAN BE CONSIDERED A LAP SPLICE WITH THE BARS FULLY DEVELOPED.
THE POSITIVE BENDING MOMENT AT THE CENTER OF THE JOINT AS DETERMINED BY THE AASHTO STRIP METHOD OF
3. THE REINFORCING BARS EXTENSIONS SHOWN IN THE NEXT E AND D BEAMS SHOULD BE DESIGNED TO RESIST
REINFORCING IN THE NEXT E AND D BEAMS.
2. THE STRIP METHOD SPECIFIED IN AASHTO LRFD ARTICLE 4.6.2.1 IS RECOMMENDED FOR THE DESIGN OF THE
FOR EACH DESIGN BASED ON THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS OR STATE STANDARDS.
1. THE REINFORCING SHOWN IS PRELIMINARY AND NOT GUARANTEED. DESIGNERS MUST VERIFY THE REINFORCING
TOP FLANGE REINFORCING.
9. ADDITIONAL STRAND TENSIONED TO A NOMINAL VALUE MAY BE ADDED TO THE TOP FLANGE TO SUPPORT THE
CONFORMING TO AASHTO M203. THE ULTIMATE STRENGTH OF THE STRANDS SHALL BE 270 KSI.
8. ALL PRESTRESSING STRAND SHALL BE 0.6" DIAMETER, UNCOATED SEVEN WIRE, LOW RELAXATION STRANDS
REINFORCEMENT BAR BENDS.
7. THE TWO BOTTOM CORNER STRAND IN EACH STEM ARE OMITTED TO PROVIDE ROOM FOR THE SHEAR
STRAND). THIS IS BASED ON THE CAPACITY OF TYPICAL CASTING BEDS.
6. THE PATTERN SHOWN DEPICTS THE MAXIMUM NUMBER OF STRANDS ALLOWED (50 STRAND INCLUDING THE TOP
AS REQUIRED BY DESIGN.
DESIGNS THAT REQUIRE PRESTRESS AT A HIGHER ELEVATION. THE NUMBER AND LOCATION OF STRANDS SHALL BE
5. STRANDS SHALL BE PLACED WITHIN THE 2"x2" GRID. THE PATTERN MAY BE RAISED IN 2" INCREMENTS FOR
PREFERRED, BUT NOT MANDATORY.
4. DEBONDING SHOULD BE SYMETRICAL ABOUT THE CETNERLINE OF THE BEAM. SYMETRY ABOUT THE STEM IS
DEBONDING SHALL ALSO BE FOLLOWED.
3. AASHTO PROVISIONS FOR DEBONDED STRANDS (ARTICLE 5.9.4.3.3) REGARDING LONGITUDINAL LIMITS OF
THE PROVISIONS FOR "DEBONDED STRANDS" IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS ARE FOLLOWED.
NUMBER OF STRANDS. SIMILAR DEBONDING CAN BE USED FOR SECTIONS WITH FEWER STRANDS, PROVIDED THAT
RECOMMENDED MAXIMUM DEBONDING IN EACH STEM BASED ON THE SPECIFICATIONS AND BEAMS WITH THE MAXIMUM
BRIDGE DESIGN SPECIFICATIONS (ARTICLE 5.9.4.3.3). THE DEBONDED STRAND PATTERNS SHOWN ARE THE
2. DEBONDING OF STRAND IS ALLOWED. FOLLOW THE LATEST PROVISIONS FOR DEBONDING IN THE AASHTO LRFD
1. STRAIGHT STRAND ONLY. DRAPED STRANDS ARE NOT PERMITTED.
5. SEE DETAIL SHEET NEXT 15 FOR UTILITIES SUPPORT DETAILS.
STEM.
4. SHEAR REINFORCING SHOULD BE KEPT TO #4 BARS IN ORDER TO MAXIMIZE THE COVER ON THE SIDE OF THE
CANNOT SUPPORT THE OVERHANG LOADS.
3. THE ADDITIONAL TOP STEEL IN THE BEAM OVERHANGS SHOULD ONLY BE USED WHERE THE WELDED WIRE FABRIC
DESIGNER TO VERIFY THE SIZE OF FABRIC TO RESIST TOPPING LOADS.
BE USED IN PLACE OF THE WWF, PROVIDED THAT THE SPACING OF THE BARS DOES NOT EXCEED 12 INCHES.
THAT EQUIVALENT BARS ARE ADDED ADJACENT TO THE CUT FABRIC. EQUIVALENT MILD REINFORCEMENT MAY ALSO
2. THE WELDED WIRE FABRIC MAY BE CUT TO FACILITATE THE INSTALLATION AROUND THE STIRRUPS, PROVIDED
ACTUAL DECK THICKNESS.
THICK CAST-IN-PLACE DECK. DESIGNERS SHOULD VERIFY THIS REINFORCING FOR EACH DESIGN BASED ON THE
SHOULD BE USED TO SUPPORT THE WET DECK CONCRETE ONLY. THE REINFORCING SHOWN IS BASED ON AN 8"
DECK SHOULD BE DESIGNED TO SPAN BETWEEN STEMS. THE WELDED WIRE FABRIC SHOWN IS PRELIMINARY AND
1. THE TOP FLANGE IS INTENDED TO ACT AS A DECK FORM ONLY. A REINFORCED CAST-IN-PLACE CONCRETE
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.
O
R
G
R
SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
NEXT F BEAM
(USE WWF IF POSSIBLE)
BARS TO CENTER OF BEAM
OVERHANG LOADS (TYP) EXTEND
ADDITIONAL REINFORCING FOR
1" RECOMMENDED
MIN. COVER ALLOWED BY AGENCY
OF TOP FLANGE (SEE NOTE 2)
4x4 W4xW4 WWF PLACED AT MID-DEPTH
" (TYP)
2
1
1
+
4"
#4 STIRRUPS (TYP)
#4 STIRRUP (TYP)
" COVER WITH
4
3
1
4 SP @ 2" (TYP)
" (TYP)
2
1
2
4 SP @ 2" = 8" (TYP)
OF EACH STEM
2 STRANDS AT TOP
0"
HORIZONTAL SHEAR RESISTANCE (TYP)
EXTEND STIRRUPS TO PROVIDE
RAKE FINISH
DENOTES POTENTIAL DEBONDED STRAND
SEE DETAIL SHEET NEXT 09
INVERTED 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)
+
2"
NEXT E BEAM
" (TYP)
2
1
1
1" RECOMMENDED
MIN. COVER ALLOWED BY AGENCY
RAKE FINISH
6" SPACING RECOMMENDED
REINFORCING (TYP)
BOTTOM TRANSVERSE DECK
OF EACH STEM
2 STRANDS AT TOP
4 SP @ 2" (TYP)
" (TYP)
2
1
2
4 SP @ 2" = 8" (TYP)
#4 STIRRUP (TYP)
" COVER WITH
4
3
1
#4 STIRRUPS (TYP)
0"
HORIZONTAL SHEAR RESISTANCE (TYP)
EXTEND STIRRUPS TO PROVIDE
DENOTES POTENTIAL DEBONDED STRAND
SEE DETAIL SHEET NEXT 9
HOOKED BAR CONNECTOR
SEE DETAIL SHEET NEXT 10
INVERTED 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)
NEXT D BEAM
1" RECOMMENDED
MIN. COVER ALLOWED BY AGENCY
#4@6" TOP AND BOTTOM
#4@9" TOP AND BOTTOM (TYP)
90° HOOK
#4 STIRRUPS (TYP)
#4 STIRRUP (TYP)
" COVER WITH
4
3
1
OF EACH STEM
2 STRANDS AT TOP
4 SP @ 2" (TYP)
" (TYP)
2
1
2
4 SP @ 2" = 8" (TYP)
2
"
2
1
/
2
"
0"
1
1
/
2
"
DECK FINISH
DENOTES POTENTIAL DEBONDED STRAND
SEE DETAIL SHEET NEXT 11
6" ON CENTER (TYP).
HOOKED REINFORCING BAR
INVERTED U SHAPED BAR. SEE DETAIL SHEET NEXT 11.
DOUBLE BARS SHOWN MAY BE COMBINED INTO ONE
6" INSIDE RADIUS OR EQUIVALENT MULTIPLE BENDS
OPTIONAL #5 J BAR (20"x10") END ZONE REINFORCING (TYP)
BEAM DIMENSION NOTES
NEXT BEAM - SECTION PROPERTIES
BEAM SPACING = 12 FEET FOR THE 11'-11•" SECTION).
FOR TOLERANCES. THE SPACING OF BEAMS ON A TYPICAL BRIDGE SHALL BE AT THE NOMINAL SPACING (EX.:
1. THE ACTUAL WIDTH OF THE BEAM TAKE INTO ACCOUNT A NOMINAL •" WIDE GAP BETWEEN BEAMS TO ACCOUNT
NEXT F BEAMS:
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 FLANGE
3. THE STEM WIDTH AND SPACING ARE FIXED.
NON-SYMMETRICAL STRAND PATTERN.
AXIS. NON-SYMMETRICAL SECTIONS ARE POSSIBLE, HOWEVER THE BEAM MAY REQUIRE A SPECIAL DESIGN WITH A
FASCIA BEAMS ALONG THE LENGTH. INTERIOR BEAMS SHOULD ALWAYS BE SYMMETRICAL ABOUT THE VERTICAL
2. BRIDGES WITH SMALL CURVATURE CAN BE BUILT USING THESE SECTIONS BY VARYING THE OVERHANG OF THE
PROPERTIES FOR BEAMS THAT ARE NOT EQUAL TO THE WIDTHS LISTED.
ACCOMPLISHED BY VARYING THE OVERHANG DIMENSIONS. THE DESIGNER WILL NEED TO CALCULATE BEAM
LIMITS IS ALLOWED IN ORDER TO CONSTRUCT A BRIDGE TO THE REQUIRED WIDTH. THE VARIATION IN WIDTH IS
1. THE WIDTH OF BEAMS SHOWN ARE THE MINIMUM AND MAXIMUM WIDTH BEAMS. VARIATION BETWEEN THESE
ALL NEXT BEAM TYPES:
2. MODIFY THE FASCIA BEAM DECK EDGE TO MATCH STATE STANDARDS.
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" (EX.: BEAM
NEXT D BEAMS:
DESIGNATION
BEAM
INCHES
WIDTH
BEAM
INCHES
DEPTH
BEAM
INCHES
WIDTH
BASE STEM
IN
AREA
2
4
IN
I
INCHES
Yb
INCHES
Yt
IN
St
3
IN
Sb
3
PLF
WEIGHT
A
B C
D
E
07
NEXT BEAM - SECTION PROPERTIES
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O
R
G
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
NEXT F BEAM
C.G.
0.375
12
" DRAFT ON EDGE
4
1
" CHAMFER (TYP)
4
3
RAKE FINISH
C
B
A/2A/2
C
5'-0"
Y
t
Y
b
4
"
R=4" (TYP)
DIMENSION A (MAXIMUM 11'- 11 1/2") FOR 12'-0" BEAM SPACING
DIMENSION A (MINIMUM 7'-11 1/2") FOR 8'-0" BEAM SPACING
15" 15"
NEXT E BEAM
C.G.
CHAMFER ON FASCIA EDGE
"
4
3
" DRAFT WITH
4
1
" CHAMFER (TYP)
4
3
FASCIA EDGES
RAKE FINISH
INTERIOR EDGES
4
"
A/2A/2
CC
5'-0"
Y
t
Y
b
B
DIMENSION A (MAXIMUM 9'-6") FOR 10'-10" BEAM SPACING
DIMENSION A (MINIMUM 8'-0") FOR 9'-4" BEAM SPACING
R=4" (TYP)
0.375
12
15" 15"
NEXT D BEAM
C.G.
12
0.375
C
5'-0"
Y
t
Y
b
B
8
"
DIMENSION A (MAXIMUM 10'-0") FOR 10'-9" BEAM SPACING
DIMENSION A (MINIMUM 8'-0") FOR 8'-9" BEAM SPACING
A/2A/2
C
DECK FINISH
R=4" (TYP)
" CHAMFER (TYP)
4
3
15" 15"
BRIDGE SECTION NOTES
MAXIMUM SPAN LENGTH DESIGN ASSUMPTIONS
BEARING LOCATIONS ON THE PLANS SHOULD ACCOUNT FOR THIS ROTATIONAL OFFSET.
AND ROTATION OF THE BEAMS RELATIVE TO THE LONGITUDINAL AXIS OF THE BEAM. THE DIMENSIONS OF ALL
3. OFFSET THE BEARING SUPPORT LOCATIONS FROM THE ROADWAY BASELINE ACCOUNTING FOR THE CROSS SLOPE
INCREASE IN SHIPPING COSTS.
CONCRETE SECTION). THIS OPTION MAY REQUIRE SPECIAL SHIPPING CONSIDERATIONS, WHICH WILL LEAD TO AN
CAN CONSIDER THE USE OF WIDER OR NARROWER BEAMS WITHIN THE LIMITS OF THE BEAM FORMS. (12' MAXIMUM
USED IN SPECIAL SITUATIONS AND WITH APPROVAL FROM THE OWNER. IN LIEU OF THIS OPTION, THE DESIGNER
SPECIAL TEMPORARY BRACING WILL BE REQUIRED FOR SHIPPING AND ERECTION. THIS OPTION SHOULD ONLY BE
2. IN SPECIAL CASES, A HALF WIDTH BEAM SECTION CAN BE USED TO ACCOMODATE UNUSUAL BRIDGE WIDTHS.
NEXT BEAMS.
1. THE BRIDGE SECTIONS DEPICTED REPRESENT THE TYPICAL USE OF THE MINIMUM WIDTH AND MAXIMUM WIDTH
NEXT BEAM - TYPICAL BRIDGE SECTIONS
08
APPROXIMATE MAXIMUM SPAN LENGTHS
BEAM TYPE
(FEET)
WIDTH
BEAM
NOMINAL
(NUMBER OF STRAND)
MAXIMUM SAN LENGTH IN FEET
f'c = 6 ksi f'c = 8 ksi
f'c = 10 ksi
24F
28F
32F
36F
8
8
8
8
44(24)
50(26)
58(30)
63(32)
56(36)
65(42)
73(46)
81(50)
64(50)
71(50)
77(50)
82(50)
24F
28F
32F
36F
12
12
12
12
37(22)
44(26)
49(28)
54(30)
48(36)
56(40)
63(44)
70(48)
57(50)
63(50)
68(50)
72(50)
24E
28E
32E
36E
8
8
8
8
36(22)
42(24)
50(28)
55(30)
48(34)
56(38)
65(44)
73(48)
58(50)
64(50)
70(50)
75(50)
24E
28E
32E
36E
34(22)
40(24)
45(26)
52(30)
46(34)
53(38)
61(42)
69(48)
54(48)
61(50)
67(50)
72(50)
9.5
9.5
9.5
9.5
28D
32D
36D
40D
8
8
8
8
44(24)
52(28)
60(32)
68(36)
61(42)
72(48)
79(50)
84(50)
68(50)
75(50)
81(50)
86(50)
28D
32D
36D
40D
10
10
10
10
42(26)
48(28)
56(32)
64(36)
57(42)
67(48)
74(50)
79(50)
63(50)
70(50)
75(50)
80(50)
1
1
1
1
1
1
1
1
RECOMMENDED MAXIMUMM SPAN/DEPTH RATIOS
DENOTES BEAMS THAT DO NOT MEET THE AASHTO
1
1
1
1
1
1
15. ALL DESIGNS WERE GOVERNED BY THE SERVICE LIMIT STATE.
SPAN/DEPTH RATIOS.
LENGTHS ACCORDING TO THE OWNER'S REQUIREMENTS FOR
CONSIDERED (SEE FOOTNOTE 1). DESIGNERS SHOULD LIMIT SPAN
14.AASHTO LRFD RECOMMENDED SPAN/DEPTH RATIOS WERE NOT
TEMPORARY TENSILE STRESS LIMIT REQUIREMENTS AT RELEASE.
REQUIRED AT THE TOP OF BEAM ENDS TO MEET THE ALLOWABLE
13. SUPPLEMENTAL BONDED LONGITUDINAL REINFORCEMENT MAY BE
12. BARRIER WEIGHT IS EVENLY DISTRIBUTED TO ALL BEAMS
STEM SPACING
WITH EACH STEM TREATED AS AN INDIVIDUAL BEAM USING AVERAGE
SPECIFICATION (TYPE K) (ARTICLES 4.6.2.2.1 AND 4.6.2.2.2)
11. LIVE LOAD DISTRIBUTION FACTORS: AASHTO LRFD
10. BEAM DESIGNS ARE FOR SIMPLY SUPPORTED INTERIOR BEAMS
9. ALLOWABLE TENSILE STRESSES: BASED ON EXTREME EXPOSURE
8. TOP STRAND ARE CONSIDERED TO BE FULLY TENSIONED
7. DEBONDING: INCLUDED AT BEAM ENDS
KSI
6. COMPOSITE TOPPING CONCRETE STRENGTH (NEXT F AND E): 4
5. UTILITY LOADS: NONE
4. WEARING SURFACE: 3" THICK ASPHALT
3. BARRIERS: MASSDOT CF-PL2 BARRIER (457 PLF)
REVISIONS
SPECIFICATIONS, 7TH EDITION (2014) WITH 2015 & 2016 INTERIM
2. DESIGN SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN
DIFFERENT MAXIMUM SPAN LENGTHS.
SHOWN ON THIS SHEET. DIFFERENT CONFIGURATIONS WILL PRODUCE
1. THE DESIGNS CORRESPOND TO THE CROSS SECTION GEOMETRIES
DEVELOPMENT OF THESE MAXIMUM SPAN LENGTHS.
THE DESIGN CRITERIA AND ASSUMPTIONS USED FOR THE
ARE AFFECTED BY A NUMBER OF ASSUMPTIONS. THE FOLLOWING ARE
CONSIDERED APPROXIMATE. THE ACTUAL MAXIMUM SPAN LENGTHS
THE VALUES SHOWN ARE NOT GUARANTEED AND SHOULD BE
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
NEXT D BEAMS - MAXIMUM WIDTH BEAMS
NEXT D BEAMS - MINIMUM WIDTH BEAMS
WEARING SURFACE
WEARING SURFACE
3'-4 1/2 " 3'-4 1/2 "
12'-0" LANE
33'-11 1/2 "
4'-0" 8'-9" 8'-9" 8'-9" 4'-0"
12'-0" LANE
5'-0"
10'-9"10'-9"
5'-0"
2'- 3/4 "
12'-0" LANE
31'-4"
2'- 3/4 "
12'-0" LANE
SEE NOTE 3
SEE NOTE 3
WIDE JOINT. ADJUST SPACING FOR OTHER JOINT WIDTHS.
BEAM SPACING AND OVERALL DIMENSIONS FOR NEXT D BEAMS ARE SHOWN BASED ON A 9"
NOTE:
SHEET NEXT 11
SEE JOINT DETAILS
SHEET NEXT 11
SEE JOINT DETAILS
19 1/4" 19 1/4"
19 1/4"
19 1/4"
NEXT F BEAMS - MAXIMUM WIDTH BEAMS
NEXT F BEAMS - MINIMUM WIDTH BEAMS
32'-9"
4'-4 1/2 "
12'-0" LANE 12'-0" LANE
4'-4 1/2 "
5'-11 3/4 "
12'-0"12'-0"
5'-11 3/4 "
28'-9"
12'-0" LANE12'-0" LANE
8'-0" 8'-0" 8'-0"
3'-11 3/4" 3'-11 3/4"
CONCRETE DECK
8" MIN. REINFORCED
WEARING SURFACE
CONCRETE DECK
8" MIN. REINFORCED
SEE NOTE 3
SEE NOTE 3
SEE DETAIL SHEET NEXT 09
19 1/4"
19 1/4"
19 1/4"19 1/4"
SEE DETAIL SHEET NEXT 09
WEARING SURFACE
2'-4 1/2" 2'-4 1/2"
NEXT E BEAMS - MAXIMUM WIDTH BEAMS
NEXT E BEAMS - MINIMUM WIDTH BEAMS
9'-4" 9'-4" 9'-4"
3'-11 3/4"
SEE NOTE 3
36'-2"
12'-0" LANE 12'-0" LANE
4'-5 3/4" 4'-5 3/4"
CONCRETE DECK
" MINIMUM REINFORCED
2
1
4
WEARING SURFACE
3'-11 3/4"
CONCRETE DECK
" MINIMUM REINFORCED
2
1
4
WEARING SURFACE
12'-0" LANE12'-0" LANE
31'-6"
2'-1 3/4" 2'-1 3/4"
10'-10"10'-10"
4'-9" 4'-9"
SEE NOTE 3
WIDE JOINT. ADJUST SPACING FOR OTHER JOINT WIDTHS.
BEAM SPACING AND OVERALL DIMENSIONS FOR NEXT E BEAMS ARE SHOWN BASED ON A 10"
NOTE:
SHEET NEXT 10
SEE JOINT DETAILS
SHEET NEXT 10
SEE JOINT DETAILS
19 1/4" 19 1/4"
19 1/4"19 1/4"
09
NEXT F BEAM - DECK DETAILS
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
NEXT F BEAM - GAP FORM DETAIL
SEAL MATERIAL AS REQUIRED
REINFORCED CONCRETE TOPPING
DIFFERENTIAL CAMBER
TOP FLANGE OF NEXT F BEAM
1/2" TOLERANCE
+
1/2"
NEXT F BEAM - PRECAST PARAPET OPTIONS
#5 DOWEL
4"x4" KEYWAY (TYP)
FOAM BACKER ROD (TYP)
NON-SHRINK GROUT
FILL VOID WITH
LOOP DOWEL (TYP)
REINFORCING (TYP)
NORMAL BARRIER
OVERHANG (IF DESIRED)
DRIP EDGE
JOINT SEAL
TRANSVERSE DECK REINFORCING
SECTION
PLAN
CONSTRUCTION SEQUENCE
CURB INTO DECK SLAB OVERPOUR
BARS PROJECTING FROM PRECAST
NEXT F BEAM
BASE.
STIRRUP IS ELIMINATED IN ORDER TO ALLOW SETTING OF BARRIER
5. STIRRUP SPACING MAY NEED TO BE MODIFIED IF ONE LEG OF
4. ALL REINFORCING IN BEAM AND DECK POUR NOT SHOWN.
SHAPE INCLUDING RAILINGS WITH CONCRETE CURBS.
3. THIS DETAIL CAN BE MODIFIED FOR ANY TYPICAL BARRIER
2. MASSDOT CONCRETE BARRIER SHOWN, OTHER BARRIERS SIMILAR.
BE FULLY DESIGNED.
1. THIS DETAIL IS SCHEMATIC. ACTUAL DETAIL WOULD NEED TO
NOTES:
5. PLACE WEARING SURFACE (IF REQUIRED)
FLEXIBLE JOINT SEAL
4. SEAL THE JOINT BETWEEN THE PARAPET AND DECK WITH
3. PLACE DECK REINFORCEMENT AND CAST THE DECK OVERPOUR
BETWEEN BARRIER SEGMENTS
2. PLACE PRECAST BARRIER IN GROUT BED, GROUT JOINTS IN
1. ERECT NEXT BEAM
INTO THE DECK SLAB
SECTION WITH BARS PROJECTING
PRECAST CONCRETE BARRIER
PLACE BARRIER IN GROUT BED
CAST DECK AFTER BARRIER PLACEMENT
WEARING SURFACE (IF USED)
MEMBRANE WATERPROOFING AND
NEXT F BEAM - END REINFORCING DETAILS
SEE NOTE 1
BURSTING ZONE VERTICAL REINFORCING
INVERTED U SHAPED BAR
OPPOSING J BARS MAY BE COMBINED INTO ONE
J BARS MAY BE PLACED NORMAL TO STEM
NOTE: h = TOTAL HEIGHT OF MEMBER
(AASHTO LRFD 5.9.4.4.1)
SPLITTING ZONE = h/4
RECOMMENDED 20 DEGREES MAX.
POTENTIAL SHIPPING LIMITATIONS.
SKEWED BEAMS REGARDING
FABRICATORS FOR LONG SPAN
CONSULT WITH SEVERAL
NOTE: DESIGNERS SHOULD
PLACE IN BOTH STEMS
20 SPACES @ 6"=10'
#5 L BAR (20"X10")
NORMAL SHEAR REINFORCEMENT
OF TOP FLANGE. SEE NOTE 3
#4 BARS PLACED AT MID DEPTH
BURSTING STEEL IN END ZONE
SHEAR REINFORCEMENT USED FOR
REINFORCING.
SUPPLEMENTAL FLANGE
C
OV
E
R
STATE STANDARDS)
BLOCKOUT (SEE
VERTICALS
ADDITIONAL END ZONE
STANDARD STIRRUP
#4#4
END ELEVATION - STEM END
ELEVATION - STEM END
PLAN - SKEWED END
1.5xh
0"
1
"
VERTICALS
ADDITIONAL END ZONE
IN MIDDLE OF STRAND GRID
ANCHOR REAR FACE VERTICALS
SEE END REINFORCING NOTE 3 BELOW
FABRICATION AND HANDLING.
FOR CRACKING IN THE TOP FLANGE DURING
DISCOURAGED DUE TO POTENTIAL
BEAMS WITH HIGHER SKEWS ARE
BARS. SEE NOTE 4
ADDITIONAL LONGITUDINAL
END ZONE IF REQUIRED
STIRRUPS MAY BE BUNDLED IN
BARS. SEE NOTE 4.
ADDITIONAL LONGITUDINAL
SEE NOTE 3
CRACK CONTROL BARS
NOTE: TYPICAL TOP FLANGE REINFORCEMENT NOT SHOWN
CONFINEMENT (ARTICLE 5.9.4.4.2)
AASHTO REQUIREMENTS FOR STRAND
SPACE SHEAR STIRRUPS TO MEET
BE USED TO MEET THESE AASHTO PROVISIONS.
CONTROL, NOT PREVENTION. IF FULLY TENSIONED TOP STRAND ARE INCLUDED IN THE DESIGN, THEY SHOULD NOT
DESIGN SPECIFICATIONS (ARTICLE 5.9.2.3.1b). THIS REINFORCING IS FOR CRACK WIDTH AND LENGTH
FLANGE AT RELEASE. THIS REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE
LIMITS IN THIS PORTION OF THE BEAM). THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN THE TOP
ENDS IF THE TOP FIBER STRESSES EXCEED 200 PSI (NOTE THAT SOME BRIDGE OWNERS HAVE DIFFERENT STRESS
4. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM
IF THE SKEW LIMIT IS TO BE EXCEEDED.
CAN HELP TO PREVENT THE GROWTH OF THESE CRACKS DURING SHIPPING AND ERECTION. THIS IS RECOMMENDED
OF A SEMI-INTEGRAL BACKWALL OR INTEGRAL END DIAPHRAGM THAT IS CAST IN THE SHOP AS A SECONDARY POUR
REINFORCING. THE TWO J SHAPED BARS SHOWN MAY BE COMBINED INTO ONE INVERTED U SHAPED BAR. THE USE
FLANGE / BEAM STEM INTERFACE RUNNING PARALLEL TO THE STEM. #5 J BARS ARE USED TO SUPPLEMENT THIS
CRACKING IN THIS AREA IS A SERIES OF VERTICAL HAIRLINE CRACKS THROUGH THE INSIDE RADIUS OF THE TOP
CONTROL TOP FLANGE END CRACKING DURING RELEASE AND HANDLING. THE MOST COMMON FORM OF POTENTIAL
3. PLACE 2-#4 BARS AT THE BEAM END, THEN #4 @ 6 INCHES IN THE TOP FLANGE FOR A DISTANCE OF 1.5h TO
ADDITIONAL SPLITTING EINFORCING SHOULD BE PLACED IN AREAS WHERE DEBONDING IS TERMINATED.
2. THE AMOUNT OF SPLITTING REINFORCING MAY BE REDUCED BY DEBONDING STRAND IN THIS AREA.
SOME OR ALL 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.
NOTES:
10
NEXT E BEAM - DECK DETAILS
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SHEET NEXT
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H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
SKEWED BEAM ENDS
NEXT E BEAM - MAIN DECK REINFORCING DETAILS
RECOMMENDED 20 DEGREES MAX.
PROJECTING HOOK BAR (TYP)
PLAN
SEE END REINFORCING DETAILS NOTE 3 BELOW
FABRICATION AND HANDLING.
FOR CRACKING IN THE TOP FLANGE DURING
STRONGLY DISCOURAGED DUE TO POTENTIAL
BEAMS WITH HIGHER SKEWS ARE
2 AT BEAM END
TRANSVERSE #4 DECK BARS,
DIAPHRAGM.
AS THE DECK EDGE IS SUPPORTED BY AN END
BARS MAY BE DISCONTINUED AT BEAM END IF
BOTTOM TRANSVERSE DECK REINFORCEMENT
WITH MAIN DECK REINFORCING (TYP.)
SPLICE PROJECTING HOOK BARS
DETAILS NOTE 5 BELOW.
BARS. SEE END REINFORCING
ADDITIONAL LONGITUDINAL
IS CONSISTENT WITH STATE STANDARDS.
REQUIRE SPECIAL DETAILING THAT
2. ACUTE CORNER OVERHANGS MAY
LIMITATIONS.
REGARDING POTENTIAL SHIPPING
LONG SPAN SKEWED BEAMS
WITH SEVERAL FABRICATORS FOR
1. DESIGNERS SHOULD CONSULT
NOTES:
6
"
6
"
NEXT E BEAM - FLANGE CONNECTION DETAILS
" TOP COVER
2
1
2
1"x1" CHAMFER (TYP.)
" BOTTOM COVER
2
1
1
SECTION
M
I
N
.
PLAN
4
1
/
2
"
4
"
TOPPING CONCRETE
NEXT BEAM TOP FLANGE
W1 = SPECIFIED JOINT WIDTH, MINIMUM=L1+T+1.5
T = RECOMMENDED TOLERANCE = 0.5" (SEE NOTE 9)
P1 = HOOK BAR PROJECTION FROM PANEL EDGE = 0.5(W1+L1)+T
W1 + 1/2"
P1
L1 LAP
DECK TOP BAR
DISTRIBUTION BARS
2-#5 IN HOOK
L1 = 10 1/2"
P1 = 12"
W1 = 12 1/2"
#5 DECK BARS
L1 = 8 1/2"
P1 = 10"
W1 = 10 1/2"
#4 DECK BARS
FOR f'c = 5KSI
3
"
3
"
ORDER TO ACCOMMODATE THE HOOK DIMENSIONS.
USED, A THICKER TOPPING POUR MAY BE REQUIRED IN
CONCRETE COVER SHOWN. IF LARGER BARS ARE
6. #4 BARS ARE REQUIRED TO PROVIDE THE MINIMUM
WITH THE PARAMETERS LISTED.
5. THE DIMENSION SHOWN IS APPLICABLE TO A DESIGN
TO A TENSION LAP SPLICE.
SPECIFIED IN AASHTO FOR HOOKED BARS IS EQUIVALENT
IS THAT THE MINIMUM DEVELOPMENT LENGTH AS
OF THE DESIGN OF THIS JOINT. THE BASIS OF THE DESIGN
4. DESIGNERS ARE RESPONSIBLE FOR THE VERIFICATION
WITH PERMISSION OF THE OWNER.
CAST INTO THE UNDERSIDE OF THE BEAM MAY BE USED
ENGINEER. GALVANIZED OR STAINLESS STEEL INSERTS
THROUGH TOP OF POUR UNLESS APPROVED BY THE
CAMBER. FORM SUPPORTS SHOULD NOT PENETRATE
REMOVABLE AND ABLE TO ACCOMMODATE DIFFERENTIAL
BY THE CONTRACTOR. THE FORMS NEEDS TO BE
3. METHOD OF FORMING CLOSURE POUR TO BE DETERMINED
TO PRODUCE A SQUARE PROJECTION.
REINFORCING WITHIN THE FLANGE IN ACUTE CORNERS
PERPENDICULAR TO BEAM EDGE. BEND CONNECTOR
2. FOR SKEWED BRIDGES, PLACE CONNECTOR REINFORCING
ENTIRE SPAN WITH 6" SPACING.
1. CONNECTOR REINFORCING TO BE PLACED ALONG THE
FLANGE CONNECTOR NOTES:
L1 = 11 1/2"
P1 = 13"
W1 = 13 1/2"
#5 DECK BARS
L1 = 9 1/2"
P1 = 11"
W1 = 11 1/2"
#4 DECK BARS
FOR f'c = 4KSI
SAMPLE DESIGNS
L1 = AASHTO HOOK DEVELOPMENT LENGTH (ARTICLE 5.10.8.2.4)
NEXT E BEAM - RAILING OPTIONS
JOINT SEAL
DRIP EDGE
NEXT E BEAM
WEARING SURFACE (IF USED)
MEMBRANE WATERPROOFING AND
TRANSVERSE DECK REINFORCING
4. ALL REINFORCING IN BEAM AND DECK POUR NOT SHOWN.
SHAPE INCLUDING RAILINGS WITH CONCRETE CURBS.
3. THIS DETAIL CAN BE MODIFIED FOR ANY TYPICAL BARRIER
2. MASSDOT CONCRETE BARRIER SHOWN, OTHER BARRIERS SIMILAR.
BE FULLY DESIGNED.
1. THIS DETAIL IS SCHEMATIC. ACTUAL DETAIL WOULD NEED TO
NOTES:
NEXT E BEAM - END REINFORCING DETAILS
VERTICALS
ADDITIONAL END ZONE
VERTICALS
ADDITIONAL END ZONE
#4
STATE STANDARDS)
BLOCKOUT (SEE
NOTE: h = TOTAL HEIGHT OF MEMBER
PLACE IN BOTH STEMS
20 SPACES @ 6"=10'
#5 L BAR (20"X10")
C
OV
E
R
END ELEVATION - STEM END
ELEVATION - STEM END
0"
1
"
#4
IN MIDDLE OF STRAND GRID
ANCHOR REAR FACE VERTICALS
(AASHTO LRFD BDS 5.9.4.4.1)
SPLITTING ZONE = h/4
SEE NOTE 5.
LONGITUDINAL BARS
ADDITIONAL
(ARTICLE 5.9.4.4.2)
AASHTO REQUIREMENTS FOR CONFINEMENT
SPACE SHEAR STIRRUPS TO MEET
NOT BE USED TO MEET THESE AASHTO PROVISIONS.
PREVENTION. IF FULLY TENSIONED TOP STRAND ARE INCLUDED IN THE DESIGN, IT IS RECOMMENDED THAT THEY
BRIDGE DESIGN SPECIFICATIONS (ARTICLE 5.9.2.3.1b). THIS REINFORCING IS FOR CRACK WIDTH AND LENGTH CONTROL, NOT
THE TOP FLANGE AT RELEASE. THIS REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD
THIS PORTION OF THE BEAM). THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN
IF THE TOP FIBER STRESSES EXCEED 200 PSI (NOTE THAT SOME BRIDGE OWNERS HAVE DIFFERENT STRESS LIMITS IN
5. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM ENDS
4. SPLAY STIRRUPS IN ENDS OF STEM. SEE DETAIL SHEET NEXT 08 FOR THE LAYOUT OF STIRRUPS (SIMILAR TO NEXT F BEAMS).
CRACKS DURING SHIPPING AND ERECTION. THIS IS RECOMMENDED IF THE SKEW LIMIT IS TO BE EXCEEDED.
BACKWALL THAT IS CAST IN THE SHOP AS A SECONDARY POUR CAN HELP TO PREVENT THE GROWTH OF THESE
J SHAPED BARS SHOWN MAY BE COMBINED INTO ONE INVERTED U SHAPED BAR. THE USE OF A SEMI-INTEGRAL
#5 J BARS AND BOTTOM DECK REINFORCING BARS ARE USED TO SUPPLEMENT THIS REINFORCING. THE TWO
THROUGH THE INSIDE RADIUS OF THE TOP FLANGE / BEAM STEM INTERFACE RUNNING PARALLEL TO THE STEM.
THE MOST COMMON FORM OF POTENTIAL CRACKING IN THIS AREA IS A SERIES OF VERTICAL HAIRLINE CRACKS
3. PLACE 2-#4 BARS AT THE BEAM END TO CONTROL TOP FLANGE END CRACKING DURING RELEASE AND HANDLING.
SPLITTING 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
OR ALL 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
NOTES:
BSPLITTING STEEL IN END ZONE
SHEAR REINFORCEMENT USED FOR
SPLITTING ZONE IF REQUIRED
STIRRUPS MAY BE BUNDLED IN
11
NEXT D BEAM - DECK DETAILS
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O
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SHEET NEXT
NO
R
T
H
E
A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
SKEWED BEAM ENDS
NEXT D BEAM - MAIN DECK REINFORCING DETAILS
PROJECTING CONNECTION BAR (TYP)
RECOMMENDED 30 DEGREES MAX.
PLAN
SEE END REINFORCING NOTE 3 BELOW
FABRICATION AND HANDLING
FOR CRACKING IN THE TOP FLANGE DURING
DISCOURAGED DUE TO POTENTIAL
BEAMS WITH HIGHER SKEWS ARE
WITH MAIN DECK REINFORCING (TYP)
SPLICE PROJECTING HOOP BARS
2 AT BEAM END
TRANSVERSE #4 DECK BARS,
DIAPHRAGM.
AS THE DECK EDGE IS SUPPORTED BY AN END
BARS MAY BE DISCONTINUED AT BEAM END IF
BOTTOM TRANSVERSE DECK REINFORCEMENT
DETAILS NOTE 5 BELOW.
BARS. SEE END REINFORCING
ADDITIONAL LONGITUDINAL
CONSISTENT WITH STATE STANDARDS.
REQUIRE SPECIAL DETAILING THAT IS
2. ACUTE CORNER DECK OVERHANGS MAY
SHIPPING LIMITATIONS.
SKEWED BEAMS REGARDING POTENTIAL
SEVERAL FABRICATORS FOR LONG SPAN
1. DESIGNERS SHOULD CONSULT WITH
NOTES:
NEXT D BEAM - FLANGE CONNECTOR DETAILS
STRAIGHT BARS WITH UHPC
3" MIN.
SECTION
SECTION
PLANPLAN
1/2"
+
W1
P1
L1 LAP
FILL MATERIAL
UHPC
SURFACE. (TYP.)
EXPOSED AGGREGATE
1"
2
1
/
2
"
2
"
1"
2
"
2
1
/
2
"
3
"
3
"
0
"
0
"
W1 = SPECIFIED JOINT WIDTH, MINIMUM=L1+T+1.5
T = RECOMMENDED TOLERANCE = 0.5" (SEE NOTE 9)
P1 = HOOK BAR PROJECTION FROM PANEL EDGE = 0.5(W1+L1)+T
T = RECOMMENDED TOLERANCE = 0.5" (SEE NOTE 9)
W2 = SPECIFIED JOINT WIDTH, MINIMUM=L2+T+1.5
P2 = BAR PROJECTION FROM PANEL EDGE = 0.5(W2+L2)+T
L2 = AASHTO LRFD GUIDE SPEC FOR ABC UHPC SPLICE LENGTH
L2 LAP
1/2"
+
W2
P2
4-#5
L2 = 5"
P2 = 6 1/2"
W2 = 7"
FOR #5 DECK BARS
L2 = 4"
P2 = 5 1/2"
W2 = 6"
FOR #4 DECK BARS
2-#5
HOOKED BARS WITH CONCRETE/GROUT
3
"
3
"
3" MIN.
DECK BARS
BARS
DECK
L1 = 9"
P1 = 10 1/2"
W1 = 11"
#5 DECK BARS
L1 = 7"
P1 = 8 1/2"
W1 = 9"
#4 DECK BARS
f'c = 7KSI
FOR GROUT
BOTTOM COVER TO AVOID INTERFERENCE WITH TOP STAND IN BEAM.
THE BAR HOOK WITHIN THE TOP FLANGE WITH THE RECOMMENDED CONCRETE COVER SHOWN. MAINTAIN RECOMMENDED
IF #5 BARS HOOKED ARE DESIRED, THE TOP FLANGE (DECK) THICKNESS MAY NEED TO BE INCREASED IN ORDER TO FIT
10. PRELIMINARY CALCULATIONS HAVE SHOWN THAT #4 BARS SHOULD WORK IN ALL NEXT D BEAM SPACINGS.
9. THE JOINT WIDTH TOLERANCE IS USED TO ACCOMMODATE THE FABRICATION AND ERECTION TOLERANCES
8. THE WIDTH OF THE JOINT WILL AFFECT THE BEAM SPACING.
THE SHEAR KEYS TO ACCOMMODATE VARIATIONS IN EXISTING FORMS.
7. THE DESIGNER SHOULD ALLOW THE FABRICATOR TO MAKE MINOR CHANGES TO THE DIMENSIONS OF
FOLLOW THE PROVISIONS OF THE AASHTO LRFD GUIDE SPECIFICATIONS FOR ABC. SAMPLE DESIGNS SHOWN IN BOXES.
5. DESIGNERS ARE RESPONSIBLE FOR THE VERIFICATION OF THE DESIGN OF THE REINFORCEMENT IN THIS JOINT.
BOND AND MINIMIZE POTENTIAL FOR LEAKAGE.
4. EXPOSED AGGREGATE SURFACE OF THE FACES OF THE KEYS IS RECOMMENDED TO IMPROVE GROUT
PENETRATE THROUGH TOP OF POUR UNLESS APPROVED BY THE ENGINEER.
TO BE REMOVABLE AND ABLE TO ACCOMMODATE DIFFERENTIAL CAMBER. FORM SUPPORTS SHOULD NOT
3. METHOD OF FORMING CLOSURE POUR TO BE DETERMINED BY THE CONTRACTOR. THE FORMS NEED
CONNECTOR REINFORCING WITHIN THE FLANGE IN ACUTE CORNERS TO PRODUCE A SQUARE PROJECTION.
2. FOR SKEWED BRIDGES, PLACE CONNECTOR REINFORCING PERPENDICULAR TO BEAM EDGE. BEND
1. CONNECTOR REINFORCING TO BE PLACED ALONG THE ENTIRE SPAN WITH 6" SPACING.
NOTES:
EXPOSED AGG. SURFACE. (TYP.)
SAMPLE DESIGNS
SAMPLE DESIGNS
L1 = 11 1/2"
P1 = 13"
W1 = 13 1/2"
#5 DECK BARS
L1 = 9 1/2"
P1 = 11"
W1 = 11 1/2"
#4 DECK BARS
FOR f'c = 4KSI
L1 = AASHTO HOOK DEVELOPMENT LENGTH (ARTICLE 5.10.8.2.4)
NEXT D BEAM - BARRIER/RAIL ATTACHMENT
WEARING SURFACE
MEMBRANE WATERPROOFING
DRIP EDGE
NEXT BEAM
4. ALL REINFORCING IN BEAM NOT SHOWN.
PARAPET SHAPE.
3. THIS DETAIL CAN BE MODIFIED FOR ANY TYPICAL CONCRETE
2. CONCRETE PARAPET SHOWN. OTHER PARAPETS SIMILAR.
FULLY DESIGNED.
1. THIS DETAIL IS SCHEMATIC. ACTUAL DETAIL WOULD NEED TO BE
NOTES:
BARS AS REQUIRED BY DESIGN
ADDITIONAL DECK OVERHANG
DETAILS
FOLLOW STATE STANDARD
OR AT THE PRECAST FACILITY
BARRIER CAST IN THE FIELD
CAST-IN-PLACE CONCRETE
NEXT D BEAM - END REINFORCING DETAILS
1
"
SEE NOTE 3
BOTTOM OF TOP FLANGE.
#4 BARS PLACED AT
SKEW OF 30 DEGREES
RECOMMENDED MAX.
REINFORCING. SEE NOTE 1
BURSTING ZONE VERTICAL
PLAN - SKEWED END
END ELEVATION - STEM END
STATE STANDARDS)
BLOCKOUT (SEE
ELEVATION - STEM END
ADDITIONAL END ZONE VERTICALS
NOTE: h = TOTAL HEIGHT OF MEMBER
(AASHTO LRFD BDS 5.9.4.4.1)
SPLITTING ZONE = h/4
DECK REINFORCING NOT SHOWN
BARS. SEE NOTE 5.
ADDITIONAL LONGITUDINAL
BARS. SEE NOTE 5.
ADDITIONAL LONGITUDINAL
AND HANDLING. SEE DETAIL SHEET NEXT 08
TO CONTROL CRACKING DUE TO SHIPPING
J BARS MAY BE ADDED TO SKEWED BEAMS
OF STRAND GRID
ANCHOR REAR FACE VERTICALS IN MIDDLE
SPLITTING STEEL IN END ZONE
SHEAR REINFORCEMENT USED FOR
CONFINEMENT (ARTICLE 5.9.4.4.2)
AASHTO REQUIREMENTS FOR
SPACE SHEAR STIRRUPS TO MEET
SPLITTING ZONE IF REQUIRED
STIRRUPS MAY BE BUNDLED IN
THE REQUIREMENTS SPECIFICED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.
IF TOP LONGITUDINAL REINFORCING IS USED, THE ALLOWABLE TENSILE STRESSES MUST STILL BE LIMITED TO THE
SPECIFICATIONS (ARTICLE 5.9.2.3.1b). THIS REINFORCING IS FOR CRACK WIDTH AND LENGTH CONTROL, NOT PREVENTION.
RELEASE. THIS REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN
THIS PORTION OF THE BEAM). THESE BARS ARE USED TO CONTROL TRANSVERSE CRACKING IN THE TOP FLANGE AT
THE TOP FIBER STRESSES EXCEED 200 PSI (NOTE THAT SOME BRIDGE OWNERS HAVE DIFFERENT STRESS LIMITS IN
5. THE DESIGNER SHALL DETAIL ADDITIONAL TOP LONGITUDINAL REINFORCING IN THE TOP FLANGE AT BEAM ENDS IF
4. BEAMS MAY BE FABRICATED WITH HIGHER SKEWS, HOWEVER ADDITIONAL CRACKING IN THE TOP FLANGE MAY OCCUR.
RECOMMENDED IF THE SKEW LIMIT IS TO BE EXCEEDED.
IN THE SHOP AS A SECONDARY POUR CAN HELP TO PREVENT THE GROWTH OF THESE CRACKS DURING SHIPPING AND ERECTION. THIS IS
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
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:
CAMBER DIFFERENTIAL DETAILS
OVERLAY
" MAXIMUM JOINT DIFFERENTIAL - OVERLAY DETAIL
2
1
OBTAINED WITH STRAIGHT FORM
1" MINIMUM COVER CANNOT BE
OPTIONAL JOINT FORMING LINE IF
OBTAINED WITH STRAIGHT FORM
1" MINIMUM COVER CANNOT BE
OPTIONAL JOINT FORMING LINE IF
GRINDING PLANE
2
1
/
2
"
2
"
M
I
N
.
1
"
M
I
N
.
2
"
M
I
N
.
SURFACE (TYP.)
EXPOSED AGGREGATE
1
"
M
I
N
.
" MAXIMUM JOINT DIFFERENTIAL - BARE DECK DETAIL
2
1
12
NEXT F BEAM - SUBSTRUCTURE DETAILS
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A
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T
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M
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(
N
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B
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A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
CANTILEVER ABUTMENT
NEXT F - SAMPLE END DIAPHRAGM DETAIL
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
END DIAPHRAGM
APPROACH SLAB
CLOSED CELL FOAM
BELOW DIAPHRAGM
EXPANDED POLYSTYRENE FOAM
2. INTERMEDIATE DIAPHRAGMS ARE NOT REQUIRED.
STANDARDS FOR TYPE 1 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTAION
NOTES:
INTO DIAPHRAGM
EXTEND REINFORCING
NEXT F - SAMPLE SEMI-INTEGRAL ABUTMENT SECTION
NOTE: ALL REINFORCEMENT NOT SHOWN
IN PLANT OR FIELD CAST.
SEMI-INTEGRAL BACKWALL. SECONDARY POUR
COMNPRESSIBLE MATERIAL
CLOSED CELL FOAM OR OTHER
ABUTMENT STEM
ELASTOMERIC BEARING
CONNECTION TO BACKWALL
REINFORCING TO PROVIDE
EXTEND STRAND AND/OR
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
STANDARDS FOR TYPE 2 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
APPROACH SLAB
NEXT F - SAMPLE PIER CONTINUITY DETAIL
CLOSURE POUR
BEAM END (TYP)
ELASTOMERIC BEARING (TYP)
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:
PIER CAP
DOWEL PIN IF REQUIRED BY DESIGN
STRAND (TYP.)
EXTEND PRESTRESSING
EXPANDED POLYSTYRENE
TRANSVERSE DECK REINFORCING NOT SHOWN
CONTINUOUS LONGITUDINAL DECK REINFORCING
NEXT F - SAMPLE INTEGRAL ABUTMENT SECTION
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
CLOSURE POUR
FACILITATE CONCRETE PLACEMENT AND PREVENT VOIDS
4" DIAMETER BLOCKOUTS IN TOP FLANGE TO
CORRUGATED METAL PIPE VOID
PRECAST INTEGRAL ABUTMENT
PILE
APPROACH SLAB
CONNECTION TO ABUTMENT
POSITIVE MOMENT
REINFORCING TO PROVIDE
EXTEND STRAND AND/OR
STEMS
REINFORCING BETWEEN
SEE NOTE 3
CLOSURE POUR
TRANSVERSE BARS IN
THE SLEEVES CAST INTO THE BEAM SHOULD BE LOCATED ABOVE THE STRANDS.
PASSING THROUGH THE BEAM STEM. IF BARS ARE TO BE PASSED THROUGH THE STEM,
3. IT IS PREFERRED TO DESIGN THE END DIAPHRAGM WITH THE TRANSVERSE BARS NOT
THE ABUTMENT ALSO.
2. A PRECAST PIECE SIMILAR TO THE BACKWALL PIECE CAN BE USED AT THE ENDS OF
STANDARDS FOR TYPE 2 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
13
NEXT E BEAM - SUBSTRUCTURE DETAILS
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A
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T
E
X
T
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M
E
TEE
(
N
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X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
CANTILEVER ABUTMENT
NEXT E - SAMPLE END DIAPHRAGM DETAIL
2. INTERMEDIATE DIAPHRAGMS ARE NOT REQUIRED.
STANDARDS FOR TYPE 1 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
END DIAPHRAGM
APPROACH SLAB
CLOSED CELL FOAM
BELOW DIAPHRAGM
EXPANDED POLYSTYRENE FOAM
INTO DIAPHRAGM
EXTEND REINFORCING
NEXT E - SAMPLE SEMI-INTEGRAL ABUTMENT SECTION
ABUTMENT STEM
ELASTOMERIC BEARING
CONNECTION TO BACKWALL
REINFORCING TO PROVIDE
EXTEND STRAND AND/OR
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
NOTE: ALL REINFORCEMENT NOT SHOWN
IN PLANT OR FIELD CAST.
SEMI-INTEGRAL BACKWALL. SECONDARY POUR
COMPRESSIBLE MATERIAL
CLOSED CELL FOAM OR OTHER
APPROACH SLAB
STANDARDS FOR TYPE 2 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
NEXT E - SAMPLE PIER CONTINUITY DETAIL
CLOSURE POUR
BEAM END (TYP)
TRANSVERSE DECK REINFORCING NOT SHOWN
CONTINUOUS DECK REINFORCING
ELASTOMERIC BEARING (TYP)
DOWEL PIN IF REQUIRED BY DESIGN
PIER CAP
STRAND (TYP.)
EXTEND PRESTRESSING
EXPANDED POLYSTYRENE
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:
NEXT E - SAMPLE INTEGRAL ABUTMENT SECTION
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
CONNECTION TO ABUTMENT
POSITIVE MOMENT
REINFORCING TO PROVIDE
EXTEND STRAND AND/OR
CLOSURE POUR
FACILITATE CONCRETE PLACEMENT AND PREVENT VOIDS
4" DIAMETER BLOCKOUTS IN TOP FLANGE TO
CORRUGATED METAL PIPE VOID
NOTE: ALL REINFORCING NOT SHOWN
PRECAST INTEGRAL ABUTMENT
PILE
APPROACH SLAB
SEE NOTE 3
CLOSURE POUR
TRANSVERSE BARS IN
STEMS
REINFORCING BETWEEN
THE SLEEVES CAST INTO THE BEAM SHOULD BE LOCATED ABOVE THE STRANDS.
PASSING THROUGH THE BEAM STEM. IF BARS ARE TO BE PASSED THROUGH THE STEM,
3. IT IS PREFERRED TO DESIGN THE END DIAPHRAGM WITH THE TRANSVERSE BARS NOT
2. A PRECAST PIECE SIMILAR TO THE BACKWALL PIECE CAN BE USED AT THE ENDS OF THE ABUTMENT ALSO.
STANDARDS FOR TYPE 2 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
14
NEXT D BEAM - SUBSTRUCTURE DETAILS
P
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SHEET NEXT
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A
S
T
E
X
T
R
E
M
E
TEE
(
N
E
X
T
)
B
E
A
M
D
ET
A
I
L
S
(
2nd
E
d
iti
on
)
ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
CANTILEVER ABUTMENT
NEXT D - SAMPLE END DIAPHRAGM DETAIL
DIAPHRAGM
AROUND BEARINGS AND BELOW
EXPANDED POLYSTYRENE FOAM
CLOSED CELL FOAM
APPROACH SLAB
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
END DIAPHRAGM
CAST-IN-PLACE CONCRETE
2. INTERMEDIATE DIAPHRAGMS ARE NOT REQUIRED.
STANDARDS FOR TYPE 1 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE SIMILAR TO MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
END TO SUPPORT DIAPHRAGM
EXTEND REINFORCING FROM BEAM
NEXT D - SAMPLE SEMI-INTEGRAL ABUTMENT SECTION
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
CONNECTION TO BACKWALL
REINFORCING TO PROVIDE
EXTEND STRAND AND/OR
ELASTOMERIC BEARING
ABUTMENT STEM
NOTE: ALL REINFORCEMENT NOT SHOWN
NOTE: ALL REINFORCEMENT NOT SHOWN
IN PLANT OR FIELD CAST.
SEMI-INTEGRAL BACKWALL. SECONDARY POUR
COMNPRESSIBLE MATERIAL
CLOSED CELL FOAM OR OTHER
APPROACH SLAB
STANDARDS FOR TYPE 2 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
NEXT D - SAMPLE PIER CONTINUITY DETAIL
ELASTOMERIC BEARING (TYP)
BEAM END (TYP)
CLOSURE POUR
DOWEL PIN IF REQUIRED BY DESIGN
PIER CAP
EXPANDED POLYSTYRENE
STRAND (TYP.)
EXTEND PRESTRESSING
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 SPECIFIC DETAILS.
NOTES:
TRANSVERSE DECK REINFORCING NOT SHOWN
CONTINUOUS DECK REINFORCING
NEXT D - SAMPLE INTEGRAL ABUTMENT SECTION
REINFORCING NOT SHOWN
REINFORCED DECK SLAB
CONNECTION TO ABUTMENT
POSITIVE MOMENT
REINFORCING TO PROVIDE
EXTEND STRAND AND/OR
FACILITATE CONCRETE PLACEMENT AND PREVENT VOIDS
4" DIAMETER BLOCKOUTS IN TOP FLANGE TO
NOTE: ALL REINFORCING NOT SHOWN
CORRUGATED METAL PIPE VOID
PRECAST INTEGRAL ABUTMENT
PILE
APPROACH SLAB
CLOSURE POUR
SEE NOTE 3
CLOSURE POUR
TRANSVERSE BARS IN
STEMS
REINFORCING BETWEEN
THE SLEEVES CAST INTO THE BEAM SHOULD BE LOCATED ABOVE THE STRANDS.
PASSING THROUGH THE BEAM STEM. IF BARS ARE TO BE PASSED THROUGH THE STEM,
3. IT IS PREFERRED TO DESIGN THE END DIAPHRAGM WITH THE TRANSVERSE BARS NOT
ABUTMENT ALSO.
2. A PRECAST PIECE SIMILAR TO THE BACKWALL PIECE CAN BE USED AT THE ENDS OF THE
STANDARDS FOR TYPE 2 APPROACH SLABS. DETAILS FOR OTHER STATES WILL VARY.
1. THESE DETAILS ARE BASED ON MASSACHUSETTS DEPARTMENT OF TRANSPORTATION
NOTES:
15
MISCELLANEOUS NEXT BEAM DETAILS
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(
2nd
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ISSUE DATE: 01/22/2021
BASIS: AASHTO LRFD BRIDGE DESIGN SPEC. - 9th EDTION
BEAM STEM
M
AX
.
FRONT ELEVATION
SIDE ELEVATION
11"
SOLE PLATE
TAPERED INTERNAL
BEARING
ELASTOMERIC
BEARING
ELASTOMERIC
BEAM STEM
BEAM STEM
BEAM STEM
BRIDGE SEAT
ELASTOMERIC BEARING
MASONRY PLATE
LEVELING NUTS
ANCHOR RODS
FRONT ELEVATION
SIDE ELEVATION
OPTIONAL ADJUSTABLE BEARING
NARROW ELASTOMERIC BEARING
STEMS FOR LATERAL RESISTANCE.
5. TYPICAL KEEPER BLOCKS MAY BE USED BETWEEN THE
BEAM.
BEAMS AND ADJUST THE ELEVATION OF THE TOP OF THE
4. ELASTOMERIC SHIMS MAY BE USED TO PROPERLY SEAT
THE CROSS SLOPE OF THE ROADWAY ABOVE.
3. BRIDGE SEAT AND BEARING MAY BE SLOPED TO MATCH
BEARING. DETAILS FOR OTHER STATES WILL VARY.
OF AN EMBEDDED TAPERED STEEL SOLE PLATE IN THE
TRANSPORTATION STANDARDS THAT INCLUDE THE USE
BASED ON MASSACHUSETTS DEPARTMENT OF
2. A TAPERED ELASTOMERIC BEARINGS IS SHOWN. THIS IS
OR LESS THAN 11 1/2" WIDE.
SUBSTRUCTURES WITH BEARINGS THAT ARE EQUAL TO
1. THESE DETAILS ARE ONLY REQUIRED FOR NON-INTEGRAL
NOTES:
BRIDGE SEAT
PLACEMENT
GROUT AFTER BEAM
PLACE NON-SHRINK
BRIDGE SEAT
CENTERLINE OF BEARINGS.
MATCH THE SLOPE OF THE BEAM TOPS ALONG THE
4. BRIDGE SEAT AND MASONRY PLATE SHOULD BE SLOPED TO
LOAD ON THE BEARING.
THE BEAMS. PLACE GROUT PRIOR TO PLACING ADDITIONAL
3. SIZE THE SOLE PLATE TO SUPPORT THE SELF WEIGHT OF
OR WIDE BEARING DETAILS.
2. GRADE ADJUSTMENT PLATES CAN BE USED WITH NARROW
SUBSTRUCTURES.
2. THESE DETAILS ARE ONLY REQUIRED FOR NON-INTEGRAL
MIGHT OCCUR DUE TO BEAM CAMBER.
WHERE DIFFERENTIAL ELEVATIONS OF BEAM STEMS
1. THESE DETAILS CAN BE USED FOR HIGH SKEW BEAMS
NOTES:
BEAM STEM
BRIDGE SEAT
BEAM STEM
FRONT ELEVATION
FRONT ELEVATION
SIDE ELEVATION
ELASTOMERIC BEARING
WITH KEEPER TABS
BEVELED SOLE PLATE
SIDE ELEVATION
3
1
/
2
"
NON-BOLTED OPTION
BOLTED OPTION
BEARING
ELASTOMERIC
SEE NOTE 6
" THICK NEOPRENE PAD
8
1
NEOPRENE PAD
" THICK
8
1
ELASTOMERIC BEARING
STRAND ROWS
PLACE INSERT BETWEEN
BEAM STEM
BEAM STEM
REFER TO STATE STANDARDS.
8. THE BOLTED PLATE OPTION SHOWN MAY BE MODIFIED TO PRODUCE A TYPICAL FIXED ELASTOMERIC BEARING.
7. TYPICAL KEEPER BLOCKS MAY BE USED BETWEEN THE STEMS FOR LATERAL RESISTANCE.
BEARINGS WOULD REQUIRE THE SHIMS TO BE PLACED ON TOP OF OR BELOW THE BEARING.
BEARINGS TO PROPERLY SEAT BEAMS AND ADJUST THE ELEVATION OF THE TOP OF THE BEAM. BOLTED
6. ELASTOMERIC SHIMS MAY BE USED BETWEEN THE BOTTOM OF STEM AND TOP OF PLATE ON NON-BOLTED
DRILLING OF 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
OTHERS SIMILAR.
STRAND ROWS. DESIGNER TO SIZE INSERT BASED ON ANTICIPATED LOADS. LOOP FERRULE INSERT SHOWN,
BE OBTAINED BY BOLTING THE SIDE TABS INTO THE BEAM STEM (BOLTED OPTION). PLACE INSERT BETWEEN
4. THE SOLE PLATE CAN BE KEPT IN PLACE WITH FRICTION (NON-BOLTED OPTION). ADDITIONAL FIXITY CAN
ABOVE.
3. BRIDGE SEAT AND BEARING ASSEMBLY SHOULD BE SLOPED TO MATCH THE CROSS SLOPE OF THE ROADWAY
SHEET.
2. BEARING MAY BE TAPERED IN LIEU OF THE BEVELED SOLE PLATE. SEE NARROW BEARING DETAILS ON THIS
1. THESE DETAILS ARE ONLY REQUIRED FOR NON-INTEGRAL SUBSTRUCTURES.
NOTES:
WIDE ELASTOMERIC BEARINGS
INTO UNDERSIDE OF TOP FLANGE
OPTION 1: THREADED INSERT CAST
SLEEVE CAST INTO TOP FLANGE
OPTION 2: THREADED ROD INSERTED THROUGH
SAMPLE UTILITY SUPPORT
NEXT F AND E BEAMS
STRAND PATTERN
CAST INTO STEM ABOVE
OPTION 3: THREADED INSERT
LOADS.
4. THE DESIGN ENGINEER SHOULD DETAIL ANY ADDITIONAL REINFORCING REQUIRED TO RESIST THE UTILITY
REFER TO OWNER REQUIREMENTS FOR UTILITY LOCATIONS.
3. THIS DETAIL SHOWS THE UTILITY SUPPORT BETWEEN THE BEAM STEMS. OTHER LOCATIONS ARE ACCEPTABLE.
REQUIREMENTS.
INVESTIGATED. REFER TO STATE STANDARDS AND UTILITY COMPANY STANDARDS FOR SPECIFIC UTILITY SUPPORT
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
TO STATE POLICIES FOR OVERHEAD ANCHORING.
THROUGH SLEEVES CAST INTO THE TOP FLANGE. OVERHEAD DRILLED-IN ANCHORS SHOULD NOT BE USED. REFER
1. HANGER RODS FOR UTILITIES SHOULD BE ATTACHED TO THE BEAM BY MEANS OF CAST-IN-PLACE INSERTS OR
NOTES:
SAMPLE UTILITY SUPPORT
NEXT D BEAM
STRAND PATTERN
CAST INTO STEM ABOVE
OPTION 2: THREADED INSERT
TOP FLANGE
CAST INTO UNDERSIDE OF
OPTOIN 1: THREADED INSERT
LOADS.
4. THE DESIGN ENGINEER SHOULD DETAIL ANY ADDITIONAL REINFORCING REQUIRED TO RESIST THE UTILITY
REFER TO OWNER REQUIREMENTS FOR UTILITY LOCATIONS.
3. THIS DETAIL SHOWS THE UTILITY SUPPORT BETWEEN THE BEAM STEMS. OTHER LOCATIONS ARE ACCEPTABLE.
REQUIREMENTS.
INVESTIGATED. REFER TO STATE STANDARDS AND UTILITY COMPANY STANDARDS FOR SPECIFIC UTILITY SUPPORT
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
OVERHEAD 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.
NOTES: