Design Strength Requirements for Externally Applied ... · Design Strength Requirements for...

Tarek AlkhrdajiStructural Technologies

Design Strength Requirements for Externally Applied Reinforcing

Systems

Design Strength Requirements for Externally Applied Reinforcing Systems

Strengthening of Concrete Structures

• Steel Plates

External Reinforcing Systems

• External Post-tensioning

• Fiber Reinforced Polymer (FRP) Systems

• CHAPTER 5—LOADS, LOAD COMBINATIONS, AND STRENGTH REDUCTION FACTORS

ACI 562-13

5.5—Load combinations for structures repaired with external reinforcing systems

5.5.1 For repairs achieved with unprotected external reinforcing systems, the required strength U of a structure without repair shall be at least equal to the effects of factored loads in Eq. (5.5.1).

Uex ≥ 1.2D + 0.5L + Ak + 0.2S (5.5.1)

• For External reinforcing systems:– Fiber Reinforced Systems (FRP)– Steel Plates– External Post-tensioning

• To Ensure that the unrepaired structure maintains a minimum strength should failure of the repair system occur due to: – Fire, impact, or blast– Wind and earthquake forces are not included

• To maintain sufficient strength until the damaged repair system is repaired

ACI 562-13

Uex ≥ 1.2D + 0.5L + Ak + 0.2S (5.5.1)

• To distinguish between adhesively bonded and mechanically bonded systems

• To provide separate design strength limits for damage during normal operations versus for a fire event

• To provide guidance for fire rating evaluation

• Other extreme events such as blast and removed

ACI 562-16 (revision)

5.5—Load combinations for structures repaired with external reinforcing systems

5.5.1 For rehabilitation achieved with external reinforcing systems that are susceptible to damage by fire, vandalism or collision, the required strength of the structure without rehabilitation shall equal or exceed the effects of the load combinations specified in 5.5.2, and 5.5.3.

5.5.2 For non-mechanically bonded external reinforcement and all FRP systems, the required strength of the structure withoutexternal reinforcement shall satisfy Equations 5.5.2a and 5.5.2b

fRn ≥ 1.1D + 0.5L + 0.2S (5.5.2a)

fRn ≥ 1.1D + 0.75L (5.5.2b)

• f is the strength-reduction factor is 5.3 or 5.4, as applicable

• Rn is the nominal strength of the structure without the external reinforcement

• Equation (5.5.2b) is similar to limit in ACI 440.2R-08 (FRP)

• For FRP and Non-Mechanically Bonded Systems

5.5.3 To account for potential performance issues during a fire event, the required strength of the structure without external reinforcement shall satisfy Eq. (5.5.3)

fexR ≥ (0.9 or 1.2)D + 0.5L + 0.2S (5.5.3)

• fex is equal to 1.0 (no strength reduction)

• R is the nominal strength of the structural element considering reduced material strength

• ACI 216 provides guidance on determining material strength during a fire event

• 5.5.3 applies to all mechanically and adhesively bonded reinforcing systems

Steel Plates FRP Post-Tensioning

0 0.02 0.04 0.06 0.08 0.1

Strain, m/m

Ref. Eurocode 2, “Design of concrete structures, Part 1-2: General rules-structural fire design. ENV 1992-1-2,” CEN: European Committee for Standardization, UK, 2004.

Stress-strain relationship for concrete

200°C

400°C

500°C

600°C

700°C

800°C

1000°C

Effects of Fire on Concrete

Compressive Strength at Elevated Temperature

Ref. ASCE, “Structural Fire Protection,” American Society of Civil Engineers, New York, Practice No. 78, 1992Ref. Eurocode 2, “Design of concrete structures, Part 1-2: General rules-structural fire design. ENV 1992-1-2,” CEN: European Committee for Standardization, UK, 2004.

0 100 200 300 400 500 600 700 800 900 1000 1100 1200

Temperature, °C

Eurocode 2

During Fire:

Effects of Fire on Concrete

0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2

Strain, m/m

Ref. Eurocode 2, “Design of concrete structures, Part 1-2: General rules-structural fire design. ENV 1992-1-2,” CEN: European Committee for Standardization, UK, 2004.

Stress-strain relationship for reinforcing steel

400°C

500°C

600°C

700°C

800°C

900°C

Effects of Fire on Steel Bars

0 200 400 600 800 1000

Temperature, °C

Ref. ASCE, “Structural Fire Protection,” American Society of Civil Engineers, New York, Practice No. 78, 1992Ref. Eurocode 2, “Design of concrete structures, Part 1-2: General rules-structural fire design. ENV 1992-1-2,” CEN: European Committee for Standardization, UK, 2004.

Eurocode 2

During Fire:

Effects of Fire on Steel Bars

Thermal Modeling

Temperature Profile

Yield Strength of Steel at Elevated Temp. (ACI 216)

Determining Yield Strength

Muambient=1.2DL+1.6LL (ASCE 7)

Mnfire

ΦMnambient

Mufire=1.2DL+0.5LL+0.2S (ASCE 7)

Demand vs. Capacity during Fire

• If strength (fire rating) is not adequate without the external reinforcing material then additional fire proofing is required– To protect the ext. reinforcing system– And/or to protect the existing member

• To increase the fire rating of the element

• In this case, the effect of the fire protection system on the external reinforcement and existing elements is considered

• Protecting FRP and Steel Plates with Fireproofing

Fire Protection

• RC Concrete Enlargement

Other Strengthening Methods

• Concrete cover provides required fire rating

• Ext PT Encased in Concrete Enlargement

Other Strengthening Methods

• Concrete cover provides required fire rating

SUMMARY

• Two strength limits have been introduced to ACI 562-16 for external reinforcing systems:

– Strength limit for normal operations– Strength limit for fire events

• All Non-mechanically bonded systems and FRP systems must meet the normal operations limit in 5.5.2

– Based on design (or tested) material properties and typical f factors– Mechanically attached systems not included– Allows for approx. 40% strength increase

• All external system must be checked for adequate fire resistance per 5.5.3– Based on lower material strength and f = 1.0– Ignoring the external system if not fire protected– Additional fire resistance can be provided using fireproofing materials

• Effectiveness of fire proofing materials must be established through material testing and full scale structural testing

ACI 562-16, Section 5.5 – Design Limits

Tarek AlkhrdajiStructural Technologies

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