Horse Construction Fiber Reinforced Polymer(FRP) Design Software

Horse FRP DESIGN SOFTWARE - Column Strengthening With CFRP Wrap

Horse Construction Fiber Reinforced Polymer(FRP) Design Software



1. Basic Information

1.1. Design Criteria

ACI 318M-14 Building Code Requirements for Structural Concrete

ACI-440-2R-17 Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures

1.2. Design Requirement

Required axial load: 10000 kNm

1.3.Basic Information

1.3.1 Information of existing member

Height: 610mm

Width: 610mm

Radius of edges of a prismatic cross section confined with CFRP: 25mm

Area of the steel reinforcement: 9650.96 mm2

Concrete compressive strength45MPa

Yield strength of tensile reinforcement414 MPa

Elastic modulus of tensile reinforcement: 200000 MPa

1.3.2 Strengthening system

 Material: HM-60-I

Ultimate tensile strength of the FRP material as reported by the manufacturer: 4084 MPa

Ultimate rupture strain of FRP reinforcement: 0.0158

Elastic modulus of CFRP: 259251 MPa

Environmental reduction factor: 0.85

Design ultimate tensile strength of FRP: ffu=CE ffu*=3471.4 MPa

Design rupture strain of FRP reinforcement: εfu=CE εfu*=0.0134

Number of layers: 3 

 

2. Design Calculations

2.1 Compute the design FRP material properties

Design ultimate tensile strength of FRPffu= CE ffu* = 3471.4 MPa

Design rupture strain of FRP reinforcementεfu= CE εfu*= 0.0134

2.2 Capacity of existing column ϕPn,existing

Gross area of concrete column: Ag = 372100 mm2

Strength reduction factor: ϕ=0.65

Strength of existing column: ϕPn(A),existing =0.8ϕ[0.85 fc(Ag - Ast)+ fyAst]= 0.8× 0.65 ×(0.85× 45 ×( 372100- 9650.96)+ 414 ×9650.96)=9286770.95N

 

2.3 Capacity of strengthen column ϕPn

Effective strain in the CFRP: εfeeεfu=0.55εfu=0.55×0.01= 0.0074

Maximum confining pressure due to CFRP jacket: f =2nEftfεfe/D=2×3 × 259251 ×0.333 × 0.0074/862.67 =4.44 MPa

 

Ratio of Ast to Ag of compression column: ρg = Ast/Ag =9650.96/ 372100= 0.0259

Ae/Ac={1-[(b/h)(h-2rc)2+(h/b)(b-2rc)2]/3/Ag -ρg}/(1-ρg)={1-[(610/ 610)( 610-2×25)2+(610/ 610)( 610-2×25)2]/3/372100- 0.0259}/(1-0.03)= 0.42

Efficiency factor: ka=(Ae/Ac)(b/h)2=0.42 ×( 610/ 610)2= 0.42

Efficiency factor: kb =(Ae/Ac)(h/b)0.5=0.42 ×( 610/ 610)2= 0.42

Additional reduction factor: ψf = 0.95

Compressive strength of confined concrete: fcc′= fc′+ψf3.3kaf=45+ 0.95 ×3.3×0.42 ×4.44= 50.88 MPa

Strength reduction factor: ϕ=0.65

Strength of existing column: ϕPn =0.8ϕ[0.85 fcc(Ag - Ast)+ fyAst]= 0.8×0.65 ×[0.85×50.88 ×( 372100- 9650.96)+ 414 ×9650.96]= 10229409.18 N

 

3. Conclusion

Original capacity

ϕPn,existing=9286.77 kN

 

Required capacity

Pu,req =10000kN

Capacity after strengthening

ϕPn,existing=10229.41 kN

Strengthening system

MaterialCFRP HM-60-I

Number of layers3

Conclusion

OK

 

Notes

This software application and the results derived from its utilization are intended only for use by professional users with expert knowledge in the area of the intended application. Users must independently verify the results before any use and take into account the site and application conditions, product data sheet and product literature, technical state of the art as well as local applicable standards and regulations.

 


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