b. Veneer Anchors. Anchors will be structurally adequate to transfer the lateral loads to

the steel stud wall in both tension and compression. Capacity will be based on test results of the

anchor provided. The following design procedure to determine the required anchor capacity.

Step 1: Calculate the maximum static out-of-plane distributed load at first cracking.

2

t

(Eq 4-4)

C1 n

W cr

L

Where:

W = the cracking distributed load for the masonry KPa (psf),

cr

t = the nominal thickness of the masonry wall mm (in),

n

L = the stud span m (ft),

C1 = constant =0.001644 metric, (240 English).

Step 2: Calculate the total static out-of-plane distributed load corresponding to the cracking wind

load.

EbIb EsIs

(Eq 4-5)

Wtot

Wcr

EbIb

Where:

W = the total static out-of-plane wind distributed load corresponding to the cracking

tot

wind load KPa (psf),

2

2

E I =the rigidity of the masonry veneer for the stud spacing N-mm (Kip-in ),

bb

2

2

E I = the rigidity of a steel stud N-mm (Kip-in ).

ss

to W (the design wind load ) to calculate the maximum anchor force

Step 3: Compare W

tot

d

(A

).

max

W cr L Stud .Spacing

(Eq 4-6)

if

W tot

Wd

then

A max

2

C2

or

W dL

E bIb

Stud.Spacing

(Eq 4-7)

if

W tot W d

then

A max

2 E bIb E sIs

C2

Where:

Stud Spacing is in mm (in)

C2 = constant = 1000 metric, (12 English)

to the seismic criteria.

Step 4: Compare A

max

if K A max A seis K then K A des = A max

(Eq 4-8)

4-6

Integrated Publishing, Inc. |