ETABS 17.0.

1 License #

ETABS Steel Frame Design

IS 800:2007 Steel Section Check (Strength Summary)

Element Details (Part 1 of 2)

Level Element Unique Name Location (mm) Combo Design Type Element Type Section
Story1 C8 9 0 DStlS34 Column Special Moment Frame DC150

Element Details (Part 2 of 2)

Classification Rolled
Class 3 No

Seismic Parameters
MultiResponse P-Δ Done? Ignore Seismic Code? Ignore Special EQ Load? D/P Plug Welded?
Envelopes Yes No No Yes

Design Code Parameters

ɣM0 ɣM1 An /Ag LLRF PLLF Stress ratio Limit
1.1 1.25 1 0.837 0.75 0.95

Section Properties
A (cm²) Izz (cm⁴) rzz (mm) Ze,zz (cm³) Av,z (cm²) Zp,zz (cm³) Iyz (cm⁴) It (cm⁴)
42.9 1598.6 61 213.1 42.9 245.7 0 9.5

J (cm⁴) Iyy (cm⁴) ryy (mm) Ze,yy (cm³) Av,y (cm²) Zp,yy (cm³) Iw (cm⁶) h (mm)
9.5 2365.2 74.2 249 17.3 301.7 150

Section Properties --- Unsymmetric Sections

Iyz (cm⁴) Imax (cm⁴) Imin (cm⁴) Ze,max (cm³) Ze,min (cm³) rmax (mm) rmin (mm) α (deg)
0 2365.2 1598.6 249 213.1 74.2 61 90

Material Properties
E (MPa) fy (MPa) fu (MPa) Rotation; (deg)
210000 250 410 90

Stress Check Message - Section is not Class 1 (Plastic) (IS 12.8.4.1, 12.8.2.5, 12.11.3.1 )

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Stress Check Forces and Moments

Location (mm) N (kN) Mzz (kN-m) Myy (kN-m) Vy (kN) Vz (kN) To (kN-m)
0 -222.2698 11.6388 -15.3975 -5.8763 3.6606 -0.0018

PMM Demand/Capacity (D/C) Ratio 9.3.1.3

D/C Ratio = N / Nd + My / Mdy + Mz / Mdz
0.74 = 0.228 + 0.272 + 0.24

Basic Factors
Buckling Mode K Factor L Factor L Length (mm) KL/r
Major (z-z) 1.707 0.93 2644.8 74.007
Major Braced 0.734 0.93 2644.8 31.836
Minor (y-y) 1.659 0.93 2644.8 59.112
Minor Braced 0.725 0.93 2644.8 25.854
LTB 1.659 0.93 2644.8 59.112

Axial Force Design

N Force Td Capacity Nd Capacity Pdy Capacity Pz Capacity Pd Capacity
kN kN kN kN kN kN
Axial -222.2698 975.9584 975.9584 652.5623 726.3616 455.2923

Tdg Tdn Ncr,T Ncr,TF An /Ag N /Nd

kN kN kN kN Unitless Unitless
975.9584 1267.6529 834.9343 834.9343 1 0.228

Design Parameters for Axial Design

Curve α fcc (MPa) λ Φ χ fcd (MPa)
Major (z-z) c 0.49 559.88 0.668 0.838 0.744 169.15
MajorB (z-z) c 0.49 3025.65 0.287 0.563 0.956 217.17
Minor (y-y) c 0.49 400.9 0.79 0.956 0.669 151.96
MinorB (y-y) c 0.49 2095.75 0.345 0.595 0.926 151.96
Torsional TF c 0.49 194.43 1.134 1.372 0.467 106.02

Moment Designs
M
Mspan Moment Md(yield) Capacity Mdv Capacity Mnd Capacity Md(LTB) Capacity
Moment
kN-m kN-m kN-m kN-m kN-m
kN-m
Major (z-z) 11.6388 11.6388 48.4429 48.4429 48.4429 42.8535
Minor (y-y) -15.3975 -15.3975 56.5839 56.5839 56.5839

Curve αLT λLT ΦLT χLT C1 Mcr (kN-m)

LTB c 0.49 0.424 0.645 0.885 2.117 296.5832

Cmy Cmz CmLT kz ky KLT My / Mdy Mz / Mdz α1 α2

Factors 0.4 0.4 0.4 1.021 1.036 0.93 -0.272 0.24 2 2

Shear Design
V Force (kN) Vd Capacity (kN) To Capacity (kN-m) Stress Ratio Status Check
Major (y) 6.332 226.4491 -0.0018 0.028 OK
Minor (z) 9.861 563.4696 -0.0018 0.018 OK

Shear Design
Vp (kN) kv (Unitless) ΛW (Unitless) Τb (MPa)
Reduction 226.4491 0 0 1

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ETABS 17.0.1 License #

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