angle design
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7/26/2019 Angle Design
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Equal Angle Design
Angel Dimension
Section A A 100 mm
Section B B 100 mmThickness t 10 mm
Radius of Root r1 12 mm
Radius of Toe r2 4.8 mm
Design Forces (Ultimate)
Moment about Y‐Y axis My 5.5 kN.m
Moment about Z‐Z axis Mz 0 kN.m
Shear in Z direction Vz 10 kN
Shear in Y idrection Vy 0 kN
Parameter
Shear Modulus G 80770 N/mm
2
Young Modulus E 210000 N/mm2
Steel Strength fy 275 N/mm2
Imperfection factor αLT 0.76
C1 1.127
L 4500 mm
γm 1
Section Properties Determination
Cross‐section Area A 1921.013812 mm2
Distance of centre of Gravity
Y‐Y Axis Cy 28.29463123 mmZ‐Z Axis Cz 28.29463123 mm
Second moment of Area
About Y‐Y axis Iyy 1781492.35 mm4
About Z‐Z axis Izz 1781492.35 mm4
About Y‐Z axis Iyz ‐1044439.575 mm4
Angle y‐y axis to z‐z axis α 0.785398163 radian
45 degree
Second Moment of Area about Principla Axi
About U‐U axis Iu‐u 2825931.925 mm4
About V‐V axis Iv‐v 737052.7747 mm4
Radius of Gyration
About Y‐Y Aixs iy 30.45276543 mm
About Z‐Z axis iz 30.45276543 mm
About U‐U axis iu 38.35443629 mm
About V‐v axis iv 19.58772729 mm
Point for Stress Checkin
Point A y ‐28.29463123 mm
z 71.70536877 mm
Point B y ‐28.29463123 mmz ‐28.29463123 mm
Point C y 71.70536877 mm
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z ‐28.29463123 mm
Point of Stress Checking after Rotation at Principla Axi
Point A u 30.69602689 mm
v 70.71067812 mm
Point B u ‐40.01465123 mm
v 0 mmPoint c u 30.69602689 mm
v ‐70.71067812 mm
Section Design
Moment Capacity Check
Design Moment (Ultimate)
Ultimate moment about y‐y axis My 5500000 N.mm
Ultimate moment about z‐z axis Mz 0 N.mm
Effective moment about y‐y axis Mey 8380507.745 N.mmEffective moment about z‐z axis Mez 4913259.352 N.mm
Moment about u‐u axis Mu 3889087.297 N.mm
Moment about v‐v axis Mv 3889087.297 N.mm
Stress at (Moment)
Point A σA 221.3759314 N/mm2
Point B σB ‐87.35399385 N/mm2
Point C σC ‐87.35399385 N/mm2
Stresses Due to Effective Moment
Point A σA 259.2817964 N/mm2
Point B σB ‐211.1388453 N/mm2
Point C σC 64.65573515 N/mm2
Stresses Due to Moment about Principle Axi
Point A σA 259.2817964 N/mm2
Point B σB ‐211.1388453 N/mm2
Point C σC 64.65573515 N/mm2
Design Flexural Status: PASS
Lateral Buckling : General Case Method
Torsional Constant It 63333.33333 mm4
Warping Constant Iw 47631944.44 mm6
Length between restraint L 4500 mm
elastic critical moment Mcr 34435862.78 N.mm
Section Modulus Top Wel, top 24844.61597 N/mm4
Section Modulus bottom Wel,btm 62962.20422 N/mm4
Non‐dimensional slenderness λLT 0.44542748
ϕLT
0.692465262χ 0.817891364
Mb,Rd 5.588054129 kN.m
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Design Flexural Buckling Status : PASS
Shear force in z‐direction Vz 10000 N
Shear force in y direction Vy 0 N
Effective Shear Force y‐direction Vey 8933.198822 N
Effective Shear Force z‐direction Vez 15237.28681 N
Effective areain z direction Az 775.0555737 mm2
Effective area in y direction Ay 775.0555737 mm2
Vpl,Rd z 123056.5996 N
Vpl,Rd y 123056.5996 N
Design Shear Status : PASS
Elastic Shear Resistance Check
Shear Stress
Vez/Iy 0.008553103Vey/Iz 0.005014447 C2
Stress Location Stress
Vertical Section
Maximum Stress 58.04837 ‐144.1032506
Stress at Rotation Angle 95 ‐85.71024471
Horizontal Section
Maximum Stress 63.0281 13.89024519
Maximum Stress 144.1032506
Elastic Shear Check τEd 14.41032506 N/mm2
Limiting Shear Stress fy/√3γm 158.771324 N/mm2
cl 6.2.6
Design Shear Resistance Status PASS
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Table 6.3