Civil Engineering Reference
In-Depth Information
10
M
a
M
ec1
M
cc1
M
ec2
M
cc2
M
ec3
8
6
3 bays, L
b
= 20
ft
φ
= 30
o
4
2
S
c
/S
b
= 1
0
-2
-1
0
1
2
3
4
5
6
End Column Moment, M, kips-ft
10
Q
a
Q
ec1
Q
cc1
Q
e
c2
Q
c
c2
Q
ec3
8
6
3
bays, L
b
= 20
ft
φ
4
= 30
o
2
S
c
/S
b
= 1
0
-1
-0.8
-0.6
-0.4
-0.2
0
0.2
End Column Shear Force, Q, kips
Fig. A.13
End Column Moment and Shear Diagrams (Three-Bay, L
b
= 20 ft, S
c
/S
b
= 1)
A.1.1.4 Three-Bay Frame (Bay Length, L
b
, 20 Feet, Column to Beam
Stiffness Ratio, S
c
/S
b
, of 4)
The analysis results for a three-bay frame with a bay length of 20-ft and a column
to beam stiffness ratio of 4 are presented herein. This frame is 5 times stiifer than
its counterpart with S
c
/S
b
, of 1 (Table 7.2).
The horizontal movements of the retaining wall portion of the rigid frame,
shown in Fig. A.14, indicate a magnitude and range of displacement comparable
to the three 10-ft-bay frame with a column to beam stiffness ratio of 4.
The displacement at the top of the wall indicates small initial lateral movement,
and an expansion movement into the original position of the retained soil mass.
The bending moment and shear force diagram for the wall are also shown in
Fig. A.14. The magnitude of the moment at the top of the wall is the largest found
yet, and the magnitude of change in moment at the end of the expansion cycle
is nearly an 86% increase compared with the moment developed at the initial
backfill stage.
