CEMP-E
TI 809-07
NOVEMBER 1998
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
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