CEMP-E
TI 809-07
NOVEMBER 1998
if K A max A seis K then K A des = A seis
(Eq 4-9)
Aseis C3(SDS)(Vw Ar )
(Eq 4-10)
Where:
= the maximum anchor load N (lbs),
A
max
A
= the design wind anchor load N (lbs),
des
A
= the seismic anchor load N (lbs),
seis
V = the veneer unit weight KPa (psf),
w
2
2
A = the area per anchor m (ft ),
r
C3 = constant =2,000,000 metric, (2 English).
Step 5: Choose the anchor capacity.
if K<= 350 N/mm (2 kips/in) then A
= 1.25 A
(Eq 4-11)
cap
des
=2A
if K> 350 mm (2 Kips/in) then A
(Eq 4-12)
cap
des
Where:
K = the anchor stiffness with the load in N/mm (kips/in) of deflection,
A = the specified load capacity of the anchor to be selected N (lbs).
cap
This design procedure was derived from Western States Clay Products Association test data.
c. Shelf Angles. The angle size and the attachment details of the angle to the building
structure to provide vertical support of the masonry wythe must be determined by the designer.
The deflection of the shelf angle under gravity loading due to the masonry will be limited to not
more than 1.6 mm (1/16 ") at the end of the horizontal leg. Rotation of the shelf angle support will
be included in the 1.6 mm (1/16 ") deflection limit for the horizontal leg displacement calculation.
5. WORKMANSHIP. The success of this wall system is dependent upon good detailing and good
workmanship. Careful, quality workmanship is essential to produce a satisfactory masonry
veneer steel stud wall system. Special attention needs to be given to the masonry veneer
construction to provide quality mortar, full head joints, bed joints, clean cavities, proper flashing
and weep holes, and to provide mortar free brick expansion joints. It is essential that the design
and detailing requirements in this document and references contained herein are clearly provided
in contract plans and specifications.
6. DESIGN EXAMPLE.
a. Given:
(1) Wall System: An exterior non-loadbearing brick veneer steel stud wall
system is required. The wall section consists of a nominal 102 mm (4 ") face brick wythe,
a 60 mm (2-3/8 ") cavity, and a backup wall of 152 mm (6 ") steel studs with a 13 mm
(1/2") gypsum sheathing fastened to each side of the studs. The wall has a vertical span
of 3.66 m (12 `) and is simply supported.
(2) Design lateral Loading: The design wind pressure for the wall is 1.34KPa (28
psf) acting inward or outward on the wall. The structure is in seismic zone zero.
4-7
Previous Page
