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 kN∙m
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 strength：45MPa
Yield strength of tensile reinforcement：414 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 FRP：ffu= CE ffu* = 3471.4 MPa
Design rupture strain of FRP reinforcement：εfu= 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: εfe=κeεfu=0.55εfu=0.55×0.01= 0.0074
Maximum confining pressure due to CFRP jacket: fℓ =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′+ψf3.3kafℓ=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 | Material：CFRP HM-60-I Number of layers：3 |
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.
Diller: Turkish
