(SDCL) steel bridge system: Seismic Application Atorod Azizinamini, - - PowerPoint PPT Presentation

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(SDCL) steel bridge system: Seismic Application Atorod Azizinamini, - - PowerPoint PPT Presentation

Dec 29, 2022 245 likes •1.01k views

Simple for Dead load and Continuous for Live load (SDCL) steel bridge system: Seismic Application Atorod Azizinamini, PhD, PE Director Moss School of Sconstruction, Infrastructure and Sustanability Director, Accelerated Bridge Constructing

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Simple for Dead load and Continuous for Live load (SDCL) steel bridge system: Seismic Application

1

Atorod Azizinamini, PhD, PE

Director Moss School of Sconstruction, Infrastructure and Sustanability Director, Accelerated Bridge Constructing University Transportation Center

Florida International University Department of Civil and Environmental Engineering

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Brief Introduction to Simple for Dead Load and Continuous for Live Load Steel Bridge System (SDCL)

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Conventional Method

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Conventional Method

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Conventional Method

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Conventional Method

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Conventional Method

Conventional Method

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SDCL

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SDCL

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SDCL

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Longitudinal Reinforcement Is Placed in the Deck for Live Load Continuity

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SDCL

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M+ Increases M- Decreases No Bolted Connection Ease of Construction Enhanced Service life Minimized Traffic Interruption

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PIER DETAIL

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Test 1

WELDED BOTTOM FLANGE

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Test 2

NO END PREPARATION

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Test 3

END CAP PLATES

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FIELD DEMONSTRATION BRIDGE

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T T C C

y x z

F Fc

c

P Pi

i

T T C C

y x z

F Fc

c

P Pi

i

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Mn = As fy(d − H/2) (1) Based on Research

Where: Mn = Moment Capacity As = Area of Slab Reinforcement (Tension) fy = Yield Stress of Reinforcement d = Bottom of Girder to Slab Reinforcement H = Height Steel Block

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Calculation for Test Specimen:

Two Span Bridge – Each Span 97 Ft Mu(LL) 34,770 in.-kip (Required) Slab Width be = 92 in. (effective) Slab Thickness t = 8.5 in. Distance to Reinforcement, d = 47.75 in. Strength reduction factor, ϕ = 0.9 W40×249 D = 43.375 in bf = 15.75 in

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Rearrange Capacity Equation: Using Sample Values:

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Bearing Check: Max Bearing Stress (Steel Block) = 1.7 Fy Equate Tension (T) and Compression (C) Components to Determine Minimum Height of Block to Resist Tension in Reinforcement

Note: Block Width = Flange Width (bf)

(2 in. used in specimen)

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Other Details Used in Practice

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SDCL Application Example Non-Seismic

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Temporary Bracings were not used

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System Greatly Reduces Falling Hazard

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SDCL: ABC Application Non-seismic

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Girder Cope Top Flange Bearing Blocks Deck Longitudinal Reinforcement

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Moderate to High Seismic Detail: SDCL

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Types of Forces, Seismic Detail Should Resist

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Seismic Detail

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Seismic Detail

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  • 1. Tie bars and shear studs on

the compression flange

  • 2. Steel blocks at the end of the

compression flanges

  • 3. End stiffeners
  • 4. Dowel bars
  • 5. Live load continuity

reinforcement

1 2 3 4 5

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ABC Application of SDCL Using Envisioned Connection

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Column to Cap beam Connection

Precast Cap-beam

UHPC 1 2 3

Concrete Filled UHPC Tube

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Construction Sequence

Footing and Column reinforcement Precast UHPC Shell Placing Shell as Formwork Connecting Shell to Footing (UHPC) Precast Cap beam Casting Column (Normal Concrete) Connecting Column to Cap beam (UHPC)

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Note: Reverse Curvature for Multiple Columns

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Component test Design of Test Specimen

61 Inverted setup

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Component test

Test Setup

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Component test

Design of Test Specimen

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Capacity Design using M-ϕ and finite element analysis

Col Column M-ϕ Be Bent t cap p M-ϕ in n transver erse e di directio ion Be Bent t cap p M-Δ in n longitu tudin inal l di directio ion (FE FE)

(Separate Check at Face of Cap – Dashed line)

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Component test Design of Test Specimen

AASHTO Seismic Guide Spec

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Component test Design of Test Specimen

AASHTO Seismic Guide Spec

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Not shown

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Component test Design of Test Specimen

AASHTO Seismic Guide Spec

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Component test

Design of Test Specimen

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Joint Shear Reinforcement Detail

Parameter Required Provided Description 𝑩𝒕𝒖 3.72 3.72 Column Longitudinal 12 #5 𝑩𝒕

𝒌𝒘

0.744 0.88 & 0.77 Vertical bars 8 #3 for area 3 and 4, 7 #3 for area 1 and 2 𝑩𝒕

𝒌𝒊

0.37 0.88 Horizontal bars 2 set of 4 #3 on each side of column 𝑩𝒕

𝒕𝒈

0.2 0.33 Side bars 3 #3 each side

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Component Test Setup

68

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Component testing (Plastic Hinge Damage)

Structures Congress 2019

Orlando, FL | April 24-27

69 1Δy 2Δy 3Δy 4Δy 5Δy 6Δy

Crushing Cracking

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Component testing

Strain and Curvature Measurements (Column)

Structures Congress 2019

Orlando, FL | April 24-27

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  • 30
  • 20
  • 10

10 20 30 5000 10000 15000 Distance from Cap beam (cm) Strain (x10-6) 1Δy 2Δy 3Δy 4Δy

Steel yield strain

5 10 15 20 25 30

  • 0.4
  • 0.2

0.2 0.4 Distance from Cap-beam (cm) Curvature (rad/m) 1Δy 2Δy 3Δy 4Δy 5Δy

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Component testing

Strain Measurements (Cap beam)

Structures Congress 2019

Orlando, FL | April 24-27

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500 1000 20 40 60 80 Strain (x10-6) Distance from column centerline (cm) 1Δy (Experimental) 6Δy (Experimental) 1Δy (Numerical) 6Δy (Numerical)

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Component testing

Strain Measurements (Deck)

Structures Congress 2019

Orlando, FL | April 24-27

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Conclusions:

  • Details and associated design criteria are developed to apply the SDCL

steel bridge system to moderate to high seismic areas.

  • The recommendations are verified through shake table test.
  • The suggested seismic detail is slightly different than non-seismic

detail that has been used for more than 15 years successfully.

  • The recommended design provisions matches those already in AASHTO

seismic design specifications.