aisc design member for shear

7/18/2019 AISC Design Member for Shear

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ISC Design

Member for Shear

Nur Azian A WahabStructural Department


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Structural Design to AISC - Member for Shear


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Shear Stress

Shear Stress,


Beam Shear,


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Shear Formula



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Shear Formula



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Shear Stress Distribution



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Consider the behaviour of I-beams in shear

The web completely yield long before the flange begins to yield

Therefore, yield of the web represents one of the shear limit states

Ta!e the shear yield stress as "#$ of the tensile yield stress, for

the web at failure

Shear Strength


wn

w

n!

A"#

"A

#f

6.0

6.0

=

==


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Shear Buc!ling


%o webinstability

&lastic

web buc!ling

Inelastic

web

buckling


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'( 'eneral )rovisions

'* +embers with nstiffened or Stiffened ebs

'. Tension Field /ction

'0 Single /ngles '1 2ectangular 3SS and Bo4-Shaped +embers

'" 2ound 3SS

'5 ea! /4is Shear in Doubly and Singly Symmetric Shapes

'6 Beams and 'irders with eb 7penings

AISC: DESIGN OF MEMBERS FOR SHEAR



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D&S8'% 7F +&+B&2S F72 S3&/2

G1. General Proi!ion!

Calculate Shear Strength, Vn

* methods


Limit States: - ShearYielding

- Shear Buckling

does not utilize the postbuckling strength of themember(tension eld action)

(presented in !)

Limit States: - "ension #ield Yielding

utilizes tension eld$ction

(presented in %)


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G". Me#ber! $i%h &n!%i''ene( or S%i''ene( Web!

( Shear Strength

Vn= 0.6 FyAwCvhere,

Cv = 1.0


9a: For rolled I-shaped members with

Aw=

h/tw

d tw


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9b: For other members 9e4cept round 3SS:;

Shear

yielding

&lastic

shear buc!ling

Inelasticshear

buckling

websstiffene(forha

)

thwithwebs(unstiffenefor)

!

w!

2)/(

55

260/5

+=


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* Transverse Stiffeners

or Vn> V


Transverse stiffener moment inertia,

Ist bt3wj

where,

h/tw

i'No nee( S%i''ener


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G). *en!ion Fiel( A+%ion


Tension-field action is the post-

buc!ling development of diagonaltensile stresses in slender plate-

girder web panels and

compressive forces in the

transverse stiffeners that border

those panels


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( +26'*,h*tw. 2

2Aw*,Afc/Aft = *1

h*bfc

h*bft



= "#or


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* Shear Strength with Tension Field /ction


h/tw

Vn= 0.6 FyAw

hen,

Vn= 0.6FyAw

hen,

h/tw


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. Transverse Stiffeners

or Vn> V


(b/t)st 0.56

Ist Ist1+ (Ist2 Ist1!

htw

i'No nee( S%i''ener


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G,. Sin-le An-le!

Shear Strength, Vn= 0.6 FyAwCv


Aw0 b t

C!= when 1.101 b*t 1.3

C!= when b*t > 1.

)!0 &2

C!= 1.0 when b*t 1.10


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G. Re+%an-ular HSS an( Bo/0Shae( Me#ber!

Shear Strength Vn= 0.6 FyAwCv

where,


Aw0 2

h*t

h t

if if ifh*t h*t

)!0 5


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G2. Roun( HSS

Shear Strength Vn= F"rA#/ 2

where,

$ F"r '6 "



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&2 9&lectrical 2esistance elded: )ipe )rocess



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S/ 9Submerged /rc elded: )ipe )rocess


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&2 ? S/ )ipes


&2 3SS S/ 3SS


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G3. Wea4 A/i! Shear in Doubl5 S5##e%ri+ an( Sin-l5 S5##e%ri+

Shae!

Shear Strength, Vn= 0.6 FyAwCv


Aw0 bf tf

C!= when 1.101 b*tf 1.3

C!= when b*tf > 1.

)!0 &2

C!= 1.0 when b*tf 1.10

ea! /4is Strong /4is


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G6. Bea#! an( Gir(er! Wi%h Web Oenin-!



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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou


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ISC Design

Member For Shear

*he En(*han4 7ou

aisc design member for shear

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