aisc 360 10 example 001

Software Verification

PROGRAM NAME: ETABS 2013 REVISION NO.: 0

AISC-360-10 Example 001 - 1

AISC-360-10 Example 001 COMPOSITE COLUMN DESIGN

EXAMPLE DESCRIPTION Determine if the 14-ft.-long filled composite member illustrated below is adequate for the indicated dead and live loads. The composite member consists of an ASTM A500 Grade B HSS with normal weight (145 lb/ft3) concrete fill

having a specified compressive strength, 5 ksi.cf

GEOMETRY, PROPERTIES AND LOADING

Member Properties HSS10x6 x⅜ E = 29,000 ksi

Fy = 46 ksi

Loading

PD = 32.0 kips PL = 84.0 kips

Geometry Height, L = 14 ft




TECHNICAL FEATURE OF ETABS 2013 TESTED Compression capacity of composite column design.

RESULTS COMPARISON

Independent results are referenced from Example I.4 from the AISC Design Examples, Version 14.0.

Output Parameter ETABS Independent Percent

Difference

Required Strength Pu (kip) 172.8 172.8 0.00%

Available StrengthPn (kip) 342.93 354.78 3.34%

COMPUTER FILE: AISC-360-10 EXAMPLE 001.EDB

CONCLUSION The ETABS results show an acceptable comparison with the independent results.




HAND CALCULATION

Properties:

Materials:

ASTM A500 Grade B Steel

E = 29,000 ksi, Fy = 46 ksi, Fu = 58 ksi

5000 psi normal weight concrete

Ec = 3,900 ksi, 5 ksi, cf wconcrete = 145 pcf

Section dimensions and properties:

HSS10x6x⅜

H = 10.0 in, B= 6.00 in, t = 0.349 in

As = 10.4 in2, Isx = 137 in4, Isy = 61.8 in4

Concrete area

2 10 2 0.349 9.30 in.ih H t

2 6 2 0.349 5.30 in.ib B t

2 2 2(4 ) 5.30 9.30 (0.349) (4 ) 49.2 in. c i iA b h t

Moment of inertia for bending about the y-y axis:

23 3 2 42

3 3 2 4

2 2

4

( 4 ) ( 4 ) (9 64) 4 4

12 6 36 2 3

(10 4 0.349) 5.30 0.349 (6 4 0.349) (9 64) 0.349

12 6 366 4 0.349 4 0.349

0.349 ( )2 3

114.3 in.

tcy

H t b t B t t B t tI t

Design for Compression:

Required Compressive Strength:

1.2 1.6 1.2 32.0 1.6 84.0 172.8 kipsu D LP P P




Nominal Compressive Strength:

2

sno p y s c c sr

c

EP P F A C f A A

E

where

2 0.85 for rectangular sectionsC

0 when no reinforcing is present within the HSSsrA

46 10.4 0.85 5 (49.2 0.0) 687.5 kipsnoP

Weak-axis Elastic Buckling Force:

3 0.6 2 0.9

10.40.6 2 0.9

49.2 10.4

0.949 0.9 0.9 controls

s

c s

AC

A A

eff 3

2

29,000 62.1 0 0.9 3,900 114.3

2,201,000 kip-in

s sy s sr c cyEI E I E I C E I

2 2eff( ) ( ) eP EI KL where K = 1.0 for a pin-ended member

2

2

2, 201,000769.7 kips

1.0 (14.0 12)

eP

Available Compressive Strength:

6880.893 2.25

769.7no

e

P

P

Therefore, use AISC Specification Equation I2-2:

0.8930.658 0.75 687.5 (0.658) 354.8 kipsno

e

P

Pn noP P

aisc 360 10 example 001

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