Comparison between Conventional Concrete and UHPC Designs

Parameters Conventional

Concrete UHPC

Concrete compressive strength at release (ksi) 8 10

Concrete compressive strength at service (ksi) 10 18

Specified Flexural Strength (ksi) Unspecified 2

Flange width (ft) 10 10

Member depth (in.) 40 40

Weight (lb/ft) 1,936 920

# of bottom 0.6" strands 46 36

# of top 0.6" strands 4 14

Max design span (ft) 80 90

Bottom fiber stresses limit (ksi) 0.6 1

Bottom fiber stresses at Service III (ksi) 0.56 1

Ultimate moment demand (k.ft) 6,232 6,064

Moment capacity (k.ft) 7,482 6,074

Ultimate shear demand at critical section (kip) 330 258

Shear capacity at critical section (kip) 386* 311**

Camber at release (in.) 2 1.65

Live load deflection at midspan (in.) -0.68 -1

*Stirrups provided are #4 @ 12"

**No stirrups used

Up to 32-0.5" Strands

8'

3'-1" 2'-8"

7'-1178"

Nebraska DT SectionFlorida DT Section

7"

#4 Stirrups212"

6"7"

#3 Stirrups

#3 Confinement

Up to 86-0.5" Strands

#4@6"

8"

1'-1"

#4 Stirrups

#4@9" T&B

#4@6" T&B

3'-4"

10'

NE

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GENERAL NOTES

DESIGN NOTES

STRAND LAYOUT NOTES

01 / 2

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1

1

1

1

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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.

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

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.

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

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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DET

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thro

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quired, please seek an appro

priate professio

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

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The details sho

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ation has been obtained fro

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

MIN. COVER ALLOWED BY AGENCY

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

MIN. COVER ALLOWED BY AGENCY

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

1'-1"

6" 1'-11"

3"

9"

11"10'

8"

3'-4"

2"

7"

2 12 "