PROJECT : CLIENT : .:
PAGE : DESIGN BY : :
:
Portal Frame Analysis using Finite Element Method INPUT DATA & SUMMARY COLUMN SIZE (WF, Tube, or Pipe) 1- 3 =
WF
W18x234 ORIENTATION =
2-4=
x-x
W18x234
WF
ORIENTATION =
x-x
BEAM SIZE (WF, Tube, or Pipe) 3-4=
W24X250
WF
ORIENTATION =
x-x
DIMENSIONS H=
15
ft
L=
40
ft
L1 =
10
ft
L2 =
10
ft
L3 =
10
ft
LOADS
DESIGN SECTION FORCES
PL =
81
kips, (downward)
FL =
10
kips, (horiz. to right)
100
ft-kips, (clockwise)
ML =
PR =
P1 =
0
F1 =
0
Column
Beam
P2 =
79
F2 =
13.5
kips, (horiz. to right)
kips, (downward)
P3 =
145
kips, (downward)
F3 =
-77
kips, (horiz. to left)
FR =
0 -150 w=
ft-kips, (anticlockwise) 0.2501
BASE (1 & 2) PINNED ?
-183.1 79.7
k,(compre.)
N24 =
-131.9
kips
V24 =
26.2
M 13 = N34 =
1130.5
ft-kips
M24 =
371.9
-103.2
k,(compression)
V34 =
130.7
kips
M34, max =
1065.5
ft-kips
HORIZONTAL DRIFT
0
MR =
N13 = V 13 =
DH,3
=
-0.8007 i n, n, (horiz. to left)
DH,4
=
-0.8178 i n, n, (horiz. to left)
BEAM DEFLECTION
Dmax
1 / 587
/L=
kips / ft, (downward) Yes
, (pinned)
RIGID-ZONE LENGTH FACTOR
75 % of (d / 2)
ANALYSIS Coordinates (ft) Joint
Reaction (k, ft-k)
Joint Deflection (in,deg)
X
Y
RX
R Y
RM
X
Y
1
0
0
-79.73
183.06
0.00
0.000
0.000
-0.421
2
40
0
26.23
131.94
0.00
0.000
0.000
-0.206
3
0
15
0.801
-0.016
0.061
4
40
15
0.818
-0.011
-0.364
P1/F1
10
15
0.805
-0.392
0.242
P2/F2
20
15
0.811
-0.831
0.106
P3/F3
30
15
0.816
-0.722
-0.223
End Joint
A 2
I
E 4
(in )
Length
Moment (ft-k)
Axial
Shear (k) Shear (k)
I
J
(in )
( k si )
(ft)
I
Mid
J
(k)
I
J
1
3
68.8
4900
29000
14.18
0.00
565.23
1130.45
183.06
-79.73
79.73
2
4
68.8
4900
29000
14.18
0.00
-185.96
-371.92
131.94
26.23
-26.23
3
P1/F1
73.5
8490
29000
9.34
-1027.42
559.32
85.76
89.73
-100.81
100.81
P1/F1
P2/F2
73.5
8490
29000
10.00
-85.76
-402.68
-897.37
89.73
-98.31
98.31
P2/F2
P3/F3
73.5
8490
29000
10.00
897.37
-978.31
-1065.49
103.23
-16.81
16.81
P3/F3
4
73.5
8490
29000
9.34
1065.49
-452.41
155.23
26.23
130.69
-130.69
(The length & forces not included Rigid-Zone.)
k,(compression) kips ft-kips
