reference list · “guide to stability design criteria for metal structures” john wiley and sons...
TRANSCRIPT
REFERENCE LIST AISC (1999) “Load and Resistance Factor Design Specification for Structural
Steel Buildings ” AISC, Inc., Chicago.
Boyer J.P. (1964). “Castellated Beams – New Developments” AISC Engineering Journal, 2nd qtr, pp 104-108.
Chen, W.F. and Lui, E.M. (1987). “Structural Stability: Theory and Implementation” New York : Elsevier.
Clark, J.W. ,and Hill, H.N. (1960). “Lateral Buckling of Beams” AISC Engineering Journal – Structural Division, July, No. ST7, pp 175-196.
Galambos, T. (1993). “Bracing of Trussed Beams” Is Your Structure Suitably
Braced?, Structural Stability Research Council Conference, April, pp 39-49.
Galambos, T. (1998). “Guide to Stability Design Criteria for Metal Structures”
John Wiley and Sons Inc., Fifth Edition, New York, pp 192-213. Halleux, P. (1967). “Limit Analysis of Castellated Beams” Acier-Stahl-Steel,
No. 3, pp 133-144. Hosain, M.U. and Speirs, W.G. (1973). “Experiments on Castellated Steel
Beams” Journal of the American Welding Society, Vol. 52, pp 329-342. Jackson, R. (2002). “Vibration and Flexural Strength Characteristics of
Composite Castellated Beams.” M.S. Thesis, Virginia Tech, Blacksburg, Virginia.
Knowles, P.R. (1991). “Castellated Beams” Proceeding of the Institution of Civil
Engineers, Part 1, No. 90, pp 521-536. Kerdal, D. and Nethercot, D.A. (1982). “Lateral-Torsional Buckling of
Castellated Beams” The Structural Engineer, Part B, No. 3 pp 53-61. Kerdal, D. and Nethercot, D.A. (1983). “Buckling of Laterally Unsupported
Castellated Beams” Structural Stability Research Council Proceedings, 3rd International Colloquium, Stability of Metal Structures, Conference Code:03354, pp 151-171.
Kerdal, D. and Nethercot, D.A. (1984). “Failure Modes for Castellated Beams”
Journal of Constructional Steel Research, 4th qtr., pp 295-315.
56
Murray, T.M. Allen, D.E. and Ungar, E.E. (1997). AISC Steel Design Guide Series 11: Floor Vibrations Due to Human Activity. American Institute of Steel Construction, Chicago.
Pattanayak, U. and Chesson, E. (1974). “Lateral Instability of Castellated Beams”
AISC Engineering Journal, 3rd qtr, pp 73-79. Salmon, C. and Johnson, E. (1996). “Steel Structures – Design and Behavior”
Prentice Hall, 4th Edition, pp 479-559, 1008-1009. SMI Steel Products. (2002). “SMI Steel Products; Smart Beam, The Intelligent
Alternative”. Steel Joist Institute. (1994). “Fortieth Edition Standard Specifications Load
Tables and Weight Tables For Steel Joist and Joist Girders” Toprac, A., Altfillisch, M. and Cooke, B. (1957). “An Investigation of Open-Web
Expanded Beams ” Journal of the American Welding Society, Vol. 29, pp 77-88.
57
Appendix A
CB24x26 Calculations
58
A.1 Measured Dimensions of CB24x26 Specimen
e = 6.25" e = 6.25"
dg = 23.375"
dt = 4.125"
dt = 4.125"
ho = 15.188"
e = 6.25"
tf = 0.344"
tw = 0.251"
b = 4.5" b = 4.5"bf = 4.603"
A.2 “Tee” Section Properties
( )( ) ( )( )( )[ ]( ) 2.75.52 inttdtbA wftffTotal =−+=
( ) 63333
.154.02436
1 inthtbC wff
w =
+=
( ) ( ) 433 .194.0231 inhttbJ wff =
+=
( )( ) ( )( ) 433 .09.102121
121 inttdbtI wftffy =
−+=
4.09.683 inIx =
3.45.58 incIS x
x ==
inAIr y
y 32.1==
59
A.2.1 Classical Lateral-Torsional Buckling Solution
00004.04
15.7232
2
2
1
=
=
==
GJS
ICX
EGJAS
X
x
y
w
x
π
bbbb
cr LLPLwLM 075.000325.048
22
+=+=
( )22
211 28.20189.94221075.000325.02
12 22
bbybb
y
b
y
by
xbcr
LkLkLL
rLkXX
rLkXSCM
φφ+=+⇒
+=
When ky = 1.0 and kφ = 1.0:
ftLb 0.25=
When ky = 1.0 and kφ = 0.5:
ftLb 0.25=
When ky = 0.8 and kφ = 0.5:
ftLb 0.27=
A.2.2 Addition of Load Location Term
bbbb
cr LLPLwLM 075.000325.048
22
+=+=
C 50.02 =
( )( )
( )( )
−+=+⇒
−
++=
bbbybb
w
b
w
bby
ybcr
LkLkLkLL
GJEC
LkC
GJCEC
LkLkGJEICM
φφ
φφ
πππ
25.257.287.9189.94221075.000325.0
11
2
22
2
2
2
2
60
When ky = 1.0 and kφ = 1.0:
ftLb 9.24=
When ky = 1.0 and kφ = 0.5:
ftLb 9.24=
When ky = 0.8 and kφ = 0.5:
ftLb 8.26=
A.2.3 Galambos Formula
02)~( 33
=−−−
= ox
chordtopechordbottomx y
IyAydA
β
. 84.10~ inA
dAy
total
echordbottom==
0=+−=y
echordbottomyo
IdIyy
02)(2)(2
2243
)(2)(2
243
164
)(2192)4)(3(2
164
2
3
4
3
4
2
3
42
2
2
3
42222
=
+
−
−
+
−
+
+
−
+−
+++
+
bb
w
b
y
ox
b
yb
xb
yb
KLGJ
KLEC
KLEI
yKL
EIwLwL
aKL
EIwLPP
πππ
βπππ
βπππππ
[ ]
( ) [ ]
0310707392.3)(
93217113568.)(
5.021425822532
0)(
5.0214258225320.26724.99
0)(
5.02142582253224.1730005.156033
33
32
b
3
=
+
−
−
+
−+
bbb
bb
bb
KLKLKL
KLLL
KLL
61
When K = 1.0:
ftLb 2.20=
When K = 0.8:
ftLb 4.23=
When K = 0.5:
ftLb 1.32=
A.3 Full Section Properties
( )( )( ) ( )( )( ) 2.55.9*22 inttdtbA wfgffTotal =−+=
62
.28.13414
inIhC yw ==
( ) 433 .273.0231 inhttbJ wff == +
( )( ) ( )( ) 433 .11.10121
61 intthbtI wfffy =−+=
4.46.755 inIx =
3.64.64 incIS x
x ==
.03.1 inAIr y
y ==
62
A.3.1 Classical Lateral-Torsional Buckling Solution
24.04
88.10002
2
2
1
=
=
==
GJS
ICX
EGJAS
X
x
y
w
x
π
bbbb
cr LLPLwLM 075.000325.048
22
+=+=
( )22
211 16.125347135.112053075.000325.02
12 22
bbybb
y
b
y
by
xbcr
LkLkLL
rLkXX
rLkXSCM
φφ+=+⇒
+=
When ky = 1.0 and kφ = 1.0:
ftLb 8.29=
When ky = 1.0 and kφ = 0.5:
ftLb 6.33=
When ky = 0.8 and kφ = 0.5:
ftLb 7.35=
When ky = 1.0 and Lb = 37.5ft:
kφ = 0.30
When ky = 0.8 and Lb = 37.5ft:
kφ = 0.40
A.3.2 Addition of Load Location Term
bbbb
cr LLPLwLM 075.000325.048
22
+=+=
63
50.02 =C
( )( )
( )( )
−+=+⇒
−
++=
bbbybb
w
b
w
bby
ybcr
LkLkLkLL
GJEC
LkC
GJCEC
LkLkGJEICM
φφ
φφ
πππ
02.17740.1587587.9135.112053075.000325.0
11
2
22
2
2
2
2
When ky = 1.0 and kφ = 1.0:
ftLb 8.26=
When ky = 1.0 and kφ = 0.5:
ftLb 0.30=
When ky = 0.8 and kφ = 0.5:
ftLb 9.31=
When ky = 1.0 and Lb = 37.5ft:
kφ = 0.18
When ky = 0.8 and Lb = 37.5ft:
kφ = 0.23
A.3.3 Galambos Formula
02)~( 33
=−−−
= ox
chordtopechordbottomx y
IyAydA
β
.03.8~ inA
dAy
total
echordbottom==
0=+−=y
echordbottomyo
IdIyy
64
02)(2)(2
2243
)(2)(2
243
164
)(2192)4)(3(2
164
2
3
4
3
4
2
3
42
2
2
3
42222
=
+
−
−
+
−
+
+
−
+−
+++
+
bb
w
b
y
ox
b
yb
xb
yb
KLGJ
KLEC
KLEI
yKL
EIwLwL
aKL
EIwLPP
πππ
βπππ
βπππππ
[ ]
( ) [ ]
067.15113783)(
30.5311894469871)(
33.61428637690
0)(
33.614286376900.26724.99
0)(
33.6142863769024.1730005.156033
33
32
b
3
=
+
−
−
+
−+
bbb
bb
bb
KLKLKL
KLLL
KLL
When K = 1.0:
ftLb 8.24=
When K = 0.8:
ftLb 2.29=
When K = 0.5:
ftLb 1.41=
A.4 Weighted Average Section Properties
%2910022
% =×+
=eb
eTee
%2910022
% =×+
=eb
eSolid
%4210022
2% =×+
=eb
bTransition
65
2.65.7 inATotal =
6.72.670 inCw =
4.234.0 inJ =
4.10.10 inIy =
4.28.719 inIx =
3.54.61 inSx =
.18.1 inry =
A.4.1 Classical Lateral-Torsional Buckling Solution
14692.04
68.8692
2
2
1
=
=
==
GJS
ICX
EGJAS
X
x
y
w
x
π
bbbb
cr LLPLwLM 075.000325.048
22
+=+=
( )22211 01.76958116.106009075.000325.0
212 2
2
bbybb
y
b
y
by
xbcr
LkLkLL
rLkXX
rLkXSCM
φφ+=+⇒
+=
When ky = 1.0 and kφ = 1.0:
ftLb 4.28=
When ky = 1.0 and kφ = 0.5:
ftLb 6.31=
66
When ky = 0.8 and kφ = 0.5:
ftLb 6.33=
A.4.2 Addition of Load Location Term
bbbb
cr LLPLwLM 075.000325.048
22
+=+=
C 50.02 =
( )( )
( )( )
−+=+⇒
−
++=
bbbybb
w
b
w
bby
ybcr
LkLkLkLL
GJEC
LkC
GJCEC
LkLkGJEICM
φφ
φφ
πππ
44.143534.929387.9155.103513075.000325.0
11
2
22
2
2
2
2
When ky = 1.0 and kφ = 1.0:
ftLb 48.25=
When ky = 1.0 and kφ = 0.5:
ftLb 9.27=
When ky = 0.8 and kφ = 0.5:
ftLb 7.29=
A.4.3 Galambos Formula
02)~( 33
=−−−
= ox
chordtopechordbottomx y
IyAydA
β
.43.9~ inA
dAy
total
echordbottom==
67
0=+−=y
echordbottomyo
IdIyy
02)(2)(2
2243
)(2)(2
243
164
)(2192)4)(3(2
164
2
3
4
3
4
2
3
42
2
2
3
42222
=
+
−
−
+
−
+
+
−
+−
+++
+
bb
w
b
y
ox
b
yb
xb
yb
KLGJ
KLEC
KLEI
yKL
EIwLwL
aKL
EIwLPP
πππ
βπππ
βπππππ
[ ]
( ) [ ]
0012910588.0)(
50.119473434925)(
5.681427230111
0)(
5.6814272301110.26724.99
0)(
15.68114272301124.1730005.156033
33
32
b
3
=
+
−
−
+
−+
bbb
bb
bb
KLKLKL
KLLL
KLL
When K = 1.0:
ftLb 3.23=
When K = 0.8:
ftLb 3.27=
When K = 0.5:
ftLb 3.38=
68
Appendix B
CB24x26 Specimen Test Data
69
CASTELLATED BEAM TEST SUMMARY TEST IDENTIFICATION: CB24x26 TEST DESCRIPTION Loading Gravity Point of Load Application Mid-span Span 37'-6" Bracing Points None Number of beams 1 End Condition Web-to-column flange double angle connection FAILURE MODE:
Lateral-Torsional Buckling THEORETICAL CRITICAL UNBRACED LENGTH: (a) Classical Lateral-Torsional Buckling Solution = 35.7 ft
(b) Addition of Load Location Term = 31.9 ft
(c) Galambos Formula = 29.2 ft EXPERIMENTAL CRITICAL UNBRACED LENGTH: Total Applied Load = 300 lb Unbraced Length = 37.5 ft R-VALUE: R(a) = Experimental Length/Theoretical Length = 1.05 R(b) = Experimental Length/Theoretical Length = 1.18 R(c) = Experimental Length/Theoretical Length = 1.28 DISCUSSION:
10 lb weights were loaded on a loading plate clamped to the top flange of the castellated beam at midspan. Catch bracing was installed to stop excessive deflections and help characterize failure.
Concentrated Load (lb) Test LengthEccentricity
48.3ft 44.8ft 41.3ft 37.5ft
e = 0 170 220 260 300 e = 1 1/2" 100 150 190 260
e = 2" 80 120 150 200
70
Photos of CB24x26 Testing
Support Column
Quarter Point Catch Bracing
Midspan Catch Bracing
Quarter Point Catch Bracing
Photo of CB24x26 Entire Test Set-up
71
Location of Failure
Photo of CB24x26 Specimen at failure
72
Appendix C
CB27x40 Calculations
73
C.1 Measured Dimensions of CB27x40 Specimen
e = 7.5" e = 7.5"
dg = 26.875"
dt = 4.188"
dt = 4.188"
ho = 18.5"
e = 7.5"
tf = 0.524"
tw = 0.320"
b = 6.0" b = 6.0"bf = 6.063"
C.2 “Tee” Section Properties
( )( ) ( )( )( )[ ]( ) 2.70.82 inttdtbA wftffTotal =−+=
( ) 63333
.555.02436
1 inthtbC wff
w =
+=
( ) ( ) 433 .667.0231 inhttbJ wff =
+=
( )( ) ( )( ) ( ) 433 .48.192121
121 inttdbtI wftffy =
−+=
4.66.1393 inIx =
3.71.103 incIS x
x ==
.50.1 inAIr y
y ==
74
C.2.1 Classical Lateral-Torsional Buckling Solution
00002.04
99.9292
2
2
1
=
=
==
GJS
ICX
EGJAS
X
x
y
w
x
π
bbbb
cr LLPLwLM 075.0005.048
22
+=+=
( )22
211 27.21178.242910075.0005.02
12 22
bbybb
y
b
y
by
xbcr
LkLkLL
rLkXX
rLkXSCM
φφ+=+⇒
+=
When ky = 1.0 and kφ = 1.0:
ftLb 0.30=
When ky = 1.0 and kφ = 0.5:
ftLb 0.30=
When ky = 0.8 and kφ = 0.5:
ftLb 4.32=
C.2.2 Addition of Load Location Term
bbbb
cr LLPLwLM 075.0005.048
22
+=+=
C 50.02 =
( )( )
( )( )
−+=+⇒
−
++=
bbbybb
w
b
w
bby
ybcr
LkLkLkLL
GJEC
LkC
GJCEC
LkLkGJEICM
φφ
φφ
πππ
31.269.287.9178.242910075.0005.0
11
2
22
2
2
2
2
75
When ky = 1.0 and kφ = 1.0:
ftLb 9.29=
When ky = 1.0 and kφ = 0.5:
ftLb 9.29=
When ky = 0.8 and kφ = 0.5:
ftLb 2.32=
C.2.3 Galambos Formula
02)~( 33
=−−−
= ox
chordtopechordbottomx y
IyAydA
β
.61.12~ inA
dAy
total
echordbottom==
0=+−=y
echordbottomyo
IdIyy
02)(2)(2
2243
)(2)(2
243
164
)(2192)4)(3(2
164
2
3
4
3
4
2
3
42
2
2
3
42222
=
+
−
−
+
−
+
+
−
+−
+++
+
bb
w
b
y
ox
b
yb
xb
yb
KLGJ
KLEC
KLEI
yKL
EIwLwL
aKL
EIwLPP
πππ
βπππ
βπππππ
[ ]
( ) [ ]
0936879923.5)(
30784498707.)(
9.942751370895
0)(
9.9427513708950.401715.95
0)(
9.94275137089537.1930005.156033
33
32
b
3b
=
+
−
−
+
−+
bbb
bb
b
KLKLKL
KLLL
KLL
76
When K = 1.0:
ftLb 1.24=
When K = 0.8:
ftLb 9.27=
When K = 0.5:
ftLb 2.38=
C.3 Full Section Properties
( )( )( ) ( )( )( ) 2.62.14*22 inttdtbA wfgffTotal =−+=
62
.32.33904
inIhC yw ==
( ) 433 .869.0231 inhttbJ wff == +
( )( ) ( )( ) 433 .53.19121
61 intthbtI wfffy =−+=
4.47.1562 inIx =
3.28.116 incIS x
x ==
.16.1 inAIr y
y ==
77
C.3.1 Classical Lateral-Torsional Buckling Solution
10.04
40.12272
2
2
1
=
=
==
GJS
ICX
EGJAS
X
x
y
w
x
π
bbbb
cr LLPLwLM 075.0005.048
22
+=+=
( )22
211 46.99663167.277619075.0005.02
12 22
bbybb
y
b
y
by
xbcr
LkLkLL
rLkXX
rLkXSCM
φφ+=+⇒
+=
When ky = 1.0 and kφ = 1.0:
ftLb 0.34=
When ky = 1.0 and kφ = 0.5:
ftLb 7.37=
When ky = 0.8 and kφ = 0.5:
ftLb 1.40=
When ky = 1.0 and Lb = 42.5ft:
kφ = 0.28
When ky = 0.8 and Lb = 42.5ft:
kφ = 0.37
C.3.2 Addition of Load Location Term
bbbb
cr LLPLwLM 075.0005.048
22
+=+=
78
50.02 =C
( )( )
( )( )
−+=+⇒
−
++=
bbbybb
w
b
w
bby
ybcr
LkLkLkLL
GJEC
LkC
GJCEC
LkLkGJEICM
φφ
φφ
πππ
85.15752.1262287.9167.277619075.0005.0
11
2
22
2
2
2
2
When ky = 1.0 and kφ = 1.0:
ftLb 9.30=
When ky = 1.0 and kφ = 0.5:
ftLb 7.33=
When ky = 0.8 and kφ = 0.5:
ftLb 9.35=
When ky = 1.0 and Lb = 42.5ft:
kφ = 0.16
When ky = 0.8 and Lb = 42.5ft:
kφ = 0.231
C.3.3 Galambos Formula
02)~( 33
=−−−
= ox
chordtopechordbottomx y
IyAydA
β
. 38.9~ inA
dAy
total
echordbottom==
0=+−=y
echordbottomyo
IdIyy
79
02)(2)(2
2243
)(2)(2
243
164
)(2192)4)(3(2
164
2
3
4
3
4
2
3
42
2
2
3
42222
=
+
−
−
+
−
+
+
−
+−
+++
+
bb
w
b
y
ox
b
yb
xb
yb
KLGJ
KLEC
KLEI
yKL
EIwLwL
aKL
EIwLPP
πππ
βπππ
βπππππ
[ ]
( ) [ ]
0348047648.4)(
811.774788594942)(
2.122758505739
0)(
2.1227585057390.401715.95
0)(
2.12275850573937.1930005.156033
33
32
b
3b
=
+
−
−
+
−+
bbb
bb
b
KLKLKL
KLLL
KLL
When K = 1.0:
ftLb 0.28=
When K = 0.8:
ftLb 8.32=
When K = 0.5:
ftLb 0.46=
C.4 Weighted Average Section Properties
%2810022
% =×+
=eb
eTee
%2810022
% =×+
=eb
eSolid
%4410022
2% =×+
=eb
bTransition
80
2.66.11 inATotal =
6.44.1695 inCw = 4.768.0 inJ =
4.50.19 inIy =
4.07.1478 inIx =
3.00.110 inSx =
.33.1 inry =
C.4.1 Classical Lateral-Torsional Buckling Solution
05681.04
31.10892
2
2
1
=
=
==
GJS
ICX
EGJAS
X
x
y
w
x
π
bbbb
cr LLPLwLM 075.0005.048
22
+=+=
( )22211 61.59281191.267415075.0005.0
212 2
2
bbybb
y
b
y
by
xbcr
LkLkLL
rLkXX
rLkXSCM
φφ+=+⇒
+=
When ky = 1.0 and kφ = 1.0:
ftLb 7.32=
When ky = 1.0 and kφ = 0.5:
ftLb 7.35=
When ky = 0.8 and kφ = 0.5:
ftLb 0.38=
81
C.4.2 Addition of Load Location Term
bbbb
cr LLPLwLM 075.0005.048
22
+=+=
C 50.02 =
( )( )
( )( )
−+=+⇒
−
++=
bbbybb
w
b
w
bby
ybcr
LkLkLkLL
GJEC
LkC
GJCEC
LkLkGJEICM
φφ
φφ
πππ
74.11832.714287.9197.260820075.0005.0
11
2
22
2
2
2
2
When ky = 1.0 and kφ = 1.0:
ftLb 8.29=
When ky = 1.0 and kφ = 0.5:
ftLb 7.31=
When ky = 0.8 and kφ = 0.5:
ftLb 8.33=
C.4.3 Galambos Formula
02)~( 33
=−−−
= ox
chordtopechordbottomx y
IyAydA
β
. 99.10~ inA
dAy
total
echordbottom==
0=+−=y
echordbottomyo
IdIyy
82
02)(2)(2
2243
)(2)(2
243
164
)(2192)4)(3(2
164
2
3
4
3
4
2
3
42
2
2
3
42222
=
+
−
−
+
−
+
+
−
+−
+++
+
bb
w
b
y
ox
b
yb
xb
yb
KLGJ
KLEC
KLEI
yKL
EIwLwL
aKL
EIwLPP
πππ
βπππ
βπππππ
[ ]
( ) [ ]
0142463786.0)(
759.532394689720)(
6.032754938317
0)(
6.0327549383170.401715.95
0)(
6.03275493831737.1930005.156033
33
32
b
3b
=
+
−
−
+
−+
bbb
bb
b
KLKLKL
KLLL
KLL
When K = 1.0:
ftLb 5.26=
When K = 0.8:
ftLb 0.31=
When K = 0.5:
ftLb 3.43=
83
Appendix D
CB24x26 Specimen Test Data
84
CASTELLATED BEAM TEST SUMMARY TEST IDENTIFICATION: CB27x40 TEST DESCRIPTION Loading Gravity Point of Load Application Mid-span Span 42.5" Bracing Points None Number of beams 1 End Condition Web to column flange double angle connection FAILURE MODE:
Lateral Torsional Buckling THEORETICAL CRITICAL UNBRACED LENGTH: (a) Classical Lateral-Torsional Buckling Solution = 40.1 ft
(b) Addition of Load Location Term = 35.9 ft
(c) Galambos Formula = 32.8 ft EXPERIMENTAL CRITICAL UNBRACED LENGTH: Total Applied Load = 300 lb Unbraced Length = 42.5 ft R-VALUE: R(a) = Experimental Length/Theoretical Length = 1.06 R(b) = Experimental Length/Theoretical Length = 1.18 R(c) = Experimental Length/Theoretical Length = 1.30 DISCUSSION:
10 lb weights were loaded on a loading plate clamped to the top flange of the castellated beam at midspan. Catch bracing was installed to stop excessive deflections and help characterize failure.
Concentrated Load (lb) Test LengthEccentricity
51.8ft 47.3ft 44.5ft 42.5ft
e = 0 self wt. 120 270 300 e = 1 1/2" self wt. 60 210 250
e = 2" self wt. 40 160 190
85
Photos of CB27x40 Testing
Support Column
Quarter Point Catch Bracing
Midspan Catch Bracing
Quarter Point Catch Bracing
Photo of CB27x40 Entire Test Set-up
86
Location of Failure
Photo of CB27x40 Specimen at failure
87
88
VITA
T. Patrick Bradley was born on July 14, 1977 in Clemmons, North
Carolina. He graduated from West Forsyth high school in Lewisville, North
Carolina. He received his Associate in Applied Science in Architectural
Technology from Guilford Technical Community College in May 1998. He
received his Bachelor of Science in Civil Engineering from North Carolina
Agricultural and Technical State University in Greensboro, North Carolina in
May of 2001. He enrolled in the graduate program at Virginia Tech in the fall of
2001 and plans to work for a metal building manufacturer in North Carolina after
completion.
_______________________ T. Patrick Bradley