Civil Engineering Reference
In-Depth Information
F
=-
800
+
1200 2
()
= +
1600
lb tensionright side of
2
nd panel
F
=+
1600
-
175 2
()
= +
1250
lb tensionright side of
2
nd panel
Therefore the forces balance.
Splice connections must be provided for these forces, 2500 lb maximum tie strap
tension.
Determine the overturning forces of the panels (see Fig. 11.14):
1
2
[
]
=
T
=
2750 2
()
-
750 2
()
2000
lb tension
(.
06
D
+
W
= 2300 lb connection)
1
2
[
]
=
C
=
2750 2
()
+
750 2
()
3500
lb compression
Determine the transfer diaphragm shears (see Fig. 11.15):
Basic wall shear:
5500
12
v
SW
=
+
458 3
.
plf
Transfer diaphragm shear, summing moments about the right end:
3500 28
80 12
2
()
2
1
12
V
left
=
(
+ +
)
+
750 6
()
-
2000 410
(
+
)
=
1438 33
.
lb
V
h
1438 33
8
.
left
wall
v
=
=
=-
179 8
.
plfnegati
ve shearfromshtgelement
.
left
80 12
2
()
2
1
12
V
right
=
3500 410
(
+
)
+
+
750 6
()
-
2000 28
(
+
)
=
3271 . b
V
h
3271 7
8
.
right
v
=
=
=+
408 96
.
plfposi
tive shearfromshtg. element
right
wall
Construction of the transfer diaphragm shear diagram (see Fig. 11.15):
V
=
1438 33
.
-
80 2
( )
=
1278 33
.
lb
12
-
V
h
1278 33
8
.
v
=
12
-
=
= -
159 79
.
lf left side
12
-
wall
V
=
1278 33
.
+
2000
=
3278 33
.
lb
12
-
3278 33
8
.
v
=
= -
409 .plf rightside
12
-
V
=
3278 33
.
-
80 2
( )
=
3118 33
.
lb
23
-
3118 33
8
.
v
=
=
-389 79
.
lf left side
23
-
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