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AISC360-05/IBC2006 STEEL SECTION CHECK (Summary For Combo and Station)

This document summarizes the structural analysis of a steel column section (HSS 150x150x8) for the combination ULS_PDELTA_COMB. The demand to capacity ratios are below the limit of 0.95 for axial load (0.291), major bending (0.222), and minor bending (0.067). All shear stresses are below the capacities. The column section meets the design requirements for this load combination.

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54 views1 page

AISC360-05/IBC2006 STEEL SECTION CHECK (Summary For Combo and Station)

This document summarizes the structural analysis of a steel column section (HSS 150x150x8) for the combination ULS_PDELTA_COMB. The demand to capacity ratios are below the limit of 0.95 for axial load (0.291), major bending (0.222), and minor bending (0.067). All shear stresses are below the capacities. The column section meets the design requirements for this load combination.

Uploaded by

pejakm1
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as PDF, TXT or read online on Scribd
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AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station)

Units : KN, m, C

Frame : COL_4-5_2 X Mid: 2.650 Combo: ULS_PDELTA_COMB Design Type: Column


Length: 2.600 Y Mid: 0.000 Shape: HSS_150x150x8 Frame Type: Special Moment Frame
Loc : 0.000 Z Mid: 10.542 Class: Compact Princpl Rot: 0.000 degrees

Provision: LRFD Analysis: Direct Analysis


D/C Limit=0.950 2nd Order: General 2nd Order Reduction: Tau-b Fixed
AlphaPr/Py=0.170 AlphaPr/Pe=0.066 Tau_b=1.000 EA factor=0.800 EI factor=0.800

PhiB=0.900 PhiC=0.900 PhiTY=0.900 PhiTF=0.750


PhiS=0.900 PhiS-RI=1.000 PhiST=0.900

A=0.005 I33=1.532E-05 r33=0.058 S33=2.043E-04 Av3=0.002


J=2.291E-05 I22=1.532E-05 r22=0.058 S22=2.043E-04 Av2=0.002
E=199947978.8 fy=317158.863 Ry=1.100 z33=2.422E-04
RLLF=1.000 Fu=399895.958 z22=2.422E-04

HSS Welding: SAW Reduce HSS Thickness? No

STRESS CHECK FORCES & MOMENTS (Combo ULS_PDELTA_COMB)


Location Pu Mu33 Mu22 Vu2 Vu3 Tu
0.000 -244.642 -0.189 -5.199 -0.073 -2.955 -0.051

PMM DEMAND/CAPACITY RATIO (H1-1a)


D/C Ratio: 0.291 = 0.222 + 0.002 + 0.067
= (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22)

AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1-1a)


Factor L K1 K2 B1 B2 Cm
Major Bending 1.000 1.000 1.000 1.000 1.000 0.478
Minor Bending 1.096 1.000 1.000 1.000 1.000 1.000

Lltb Kltb Cb
LTB 1.096 1.752 2.018

Pu phi*Pnc phi*Pnt
Force Capacity Capacity
Axial -244.642 1102.993 1297.053

Mu phi*Mn phi*Mn
Moment Capacity No LTB
Major Moment -0.189 69.141 69.141
Minor Moment -5.199 69.141

Tu Tn phi*Tn
Moment Capacity Capacity
Torsion -0.051 61.017 54.916

SHEAR CHECK
Vu phi*Vn Stress Status
Force Capacity Ratio Check
Major Shear 0.073 345.272 0.000 OK
Minor Shear 2.955 345.272 0.009 OK

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