• No results found

Progressive Collapse of Steel Frames

N/A
N/A
Protected

Academic year: 2020

Share "Progressive Collapse of Steel Frames"

Copied!
10
0
0

Loading.... (view fulltext now)

Full text

(1)

http://dx.doi.org/10.4236/wjet.2013.13007

Progressive Collapse of Steel Frames

Kamel Sayed Kandil1, Ehab Abd El Fattah Ellobody2, Hanady Eldehemy1*

1Department of Civil Engineering, Faculty of Engineering, Menoufiya University, Shibin El Kom, Egypt; 2Department of Structural

Engineering, Faculty of Engineering, Tanta University, Tanta, Egypt. Email: *hanadyeldehemy@yahoo.com

Received August 19th, 2013; revised September 22nd, 2013; accepted September 27th, 2013

Copyright © 2013 KamelSayed Kandil et al. This is an open access article distributed under the Creative Commons Attribution Li-cense, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

ABSTRACT

This paper investigates the behavior of steel frames under progressive collapse using the finite element method. Non- linear finite element models have been developed and verified against existing data reported in the literature as well as against tests conducted by the authors. The nonlinear material properties of steel and nonlinear geometry were consid-ered in the finite element models. The validated models were used to perform extensive parametric studies investigating different parameters affecting the behavior of steel frames under progressive collapse. The investigated parameters are comprised of different geometries, different number of stories and different dynamic conditions. The force redistribu-tion and failure modes were evaluated from the finite element analyses, with detailed discussions presented.

Keywords: Finite Element Model; Multistory Buildings; Nonlinear Analysis; Progressive Collapse; Steel Frames

1. Introduction

Numerous studies were found in the literature highlight- ing the response of steel frames under progressive col- lapse. Earlier studies accounting for dynamic redistribu- tion of forces in a progressive collapse scenario were carried out by Mc Connel (1983) [1], Casciati (1984) [2], and Pretlove (1986) [3]. Mc Connel (1983) [1] investi- gated the progressive collapse failure of warehouse racking, where local failure was initiated by truck colli- sion or static overload. Several analytical studies of pro- gressive collapse were conducted for simple buildings [4,5] to validate analytical procedures and focus on ob- taining fundamental aspects of the progressive collapse behavior. Progressive collapse resistant-design in steel frame buildings was studied by Gross and McGuire (1983) [4]. In his study, the behavior of 2-D moment resisting steel frames with the loss of one of the columns or increased load on the beams representing fallen debris was examined numerically. Pretlove (1986) [3] studied the dynamic effects that occur in the progressive failure of a simple uniaxial tension building and concluded that a building that appears to be safe under static load redis- tribution may actually be unsafe if the transient dynamic effects were taken into account. In another study, Pret- love (1991) [6] carried out experimental and numerical

investigations with a tension spoke building to examine the nature of progressive failure and dynamic effects associated with the loss of one or more spokes. Smith (1988) [7] evaluated the progressive collapse potential for space trusses using the alternate path method. The effect of member loss in a truss-type space building was examined by Malla (1995) [8] to evaluate the potential for progressive collapse. The dynamic effects associated with the sudden failure of a member due to brittle failure in the elastic region or due to buckling under compres- sive forces where the member snaps after reaching a cri- tical load were included. Abedi (1996) [9] examined the behavior of single layer braced domes which was prone to progressive collapse due to propagation of local insta- bility initiated by member or node instability. Also, Gil- mour and Virdi (1998) [10] developed a computer pro- gram for planar steel and concrete frames, including ef- fects of local damage, alternative load path and debris loads.

Kaewkulchai and Williamson (2003, 2004) [11,12] emphasized the importance of dynamic effects in a buil- ding experiencing progressive collapse. The study con- cluded that dynamically spreading effects of the response should be taken into account in analyzing a building un- der abnormal loading resulting in partial or global col- lapse.

(2)

havior and the ability of developing catenary action in a progressive collapse response of a seismically designed moment resistance frame. A seismically designed 8-story special moment resistance frame with reduced beam sec- tions was considered in the investigation.

Kim and Park (2008) [14] investigated the progressive collapse vulnerability of steel moment frame buildings following the failure of a ground floor column. A 2-D fi- nite element modeling and both nonlinear static and dy- namic analyses following the alternate path method re- commended by GSA guidelines (2003) [15] were utilized in the investigation. A 3- and 9-story steel building mo- dels conventionally designed to carry only gravity loads were considered in the investigations.

The above survey has shown that owing to the lack in full-scale tests on steel frames under progressive collapse, nonlinear 3-D finite element modeling can provide a bet- ter understanding of the behaviour of steel frames under progressive collapse. The main objective of this study is to model the progressive collapse behaviour. Nonlinear 2-D and 3-D finite element models were developed and verified against tests conducted by the authors as well as against results reported in the literature by other re- searchers. The verified finite element models developed in this study are used to perform parametric studies in- vestigating different parameters affecting the perform- ance of steel frames under progressive collapse. Numer- ous multi-story buildings, subject to uniform dead and live loads undergoing large deflections are analyzed. Four types of multi-story buildings with internal column removed with 2-D and 3-D frame model are investigated. These types are 3-, 6-, 9- and 12-story. Three aspect ra-tios are employed for each type: 1, 1:0.6 and 1:0.3 spans ratios. The analysis would be carried out by nonlinear dynamic analysis.

2. Model Description

Full-scale for buildings and analysis methods for pro- gressive collapse were provided. In this paper, buildings were 3-bay 3- and 9-story buildings with square plan, and the span length was 6 m. The building was studied

by Jinkoo (2008) [16]. Figure 1 showed the structural

plan and elevation of the 3-story building with 6 m span length. The exterior frame enclosed in the dotted rectan- gle was separated and analyzed for progressive collapse.

The design dead and live loads are 5.0 kN/m2 and 3.0

kN/m2 respectively.

The columns and beams were made of SM490 steel

having a yield stress of Fy = 32.4 kN/cm2 and SS400

steel having a yield stress of Fy = 23.5 kN/cm2, respec-

tively. All columns are fixed end supports. The gravity load (dead load + 0.25 × live load) applied on the model building with a first story column removed as indicated in the GSA guideline (2003) [15] for simulation of pro-

gressive collapse. The load was suddenly applied for seven seconds on the model buildings with a first story column removed to activate vertical vibration. For other

[image:2.595.335.514.220.327.2] [image:2.595.334.514.361.458.2]

aspect ratios, see Figures 2 and 3.

Table 1 presents the ductility ratios in model struc-

tures with different number of story when the external and internal column was removed. The yield displace- ments were obtained by nonlinear static push-down analyses and the maximum displacements were com- puted from nonlinear dynamic analyses. The ductility

3@6 m Damaged

3@

6 m

Figure 1. Analysis model building for aspect ratio 1.

2@10 m 3 m

3@

[image:2.595.331.516.488.581.2]

3 m

Figure 2. Analysis model building for aspect ratio 1:0.3.

2@10 m

3@

3 m

6 m

[image:2.595.309.536.639.736.2]

Figure 3. Analysis model building for aspect ratio 1:0.6.

Table 1. Ductility of model structures when the external and internal column was removed.

No. of

stories The DoD and GSA ductility for external column was removed

The DoD and GSA ductility for internal column was removed

3 90 60

6 90 60

9 90 60

(3)

ratio is the ratio of the maximum displacement and the yield displacement. The ductility ratio turned out to be large when the external column was removed and when the load specified in the DoD guideline [17] and GSA (2003) [15], was imposed on the structures.

[image:3.595.59.286.359.510.2] [image:3.595.313.534.363.519.2]

3. 2-D Model Frame for Internal Column

Removed with Equal Span

Figure 4 showed the maximum lateral deflections of 2-D

steel frame for 3-, 6-, 9- and 12-story buildings with equal span for internal column removed at damping ratio 2%. The maximum lateral deflection for 3-story was higher than 6 and 9 story building, while the lateral deflection for 12-story having lower value than the other story by 25% and for the ductility ratio would be 3.73% for 3-story, 3.51% for 6-story, 3.32% for 9-story and 2.98% for 12-story. The ductility ratio decreased as the number

of story increased. Figure 5 showed the maximum lateral

deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with equal span for internal column removed at damping ratio 5% and for the ductility ratio would be

3-story

6-story 9-story

12-story 179 199

211 224

No. of Story

Max. Deflection in mm at Damping ratio 2% 350

300 250 200 150 100 50 0

M

a

x

. D

ef

le

ct

ion

in

m

[image:3.595.62.285.553.708.2]

m

Figure 4. The maximum lateral deflections for 2-D steelfra- me for internal column removed at damping ratio 2%.

3-story

6-story 9-story

12-story No. of Story

211

199

190

172 350

300 250 200 150 100 50 0

M

a

x

. D

ef

lect

ion

in

mm

Max. Deflection in mm at Damping ratio 5%

Figure 5. The maximum lateral deflections for 2-D steel fra- me for internal column removed at damping ratio 5%.

3.51% for 3-story, 3.31% for 6-story, 3.17% for 9-story and 2.87% for 12-story. The maximum lateral deflection for 3-story was higher than 6 and 9 story building, while the lateral deflection with 12-story having lower value

than the other story by 22%. Figure 6 showed the maxi-

mum lateral deflections of 2-D steel frame for 3, 6, 9 and 12-story buildings with equal span for internal column removed at damping ratio 6% and for the ductility ratio would be 3.45% for 3-story, 3.27% for 6-story, 3.12% for 9-story and 2.81% for 12-story. The 3-story was higher than 6 and 9 story building, while the lateral de- flection with 12-story having lower value than the other

story by 22%. Figure 7 showed the maximum lateral

deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with equal span for internal column removed at damping ratio 8% and for the ductility ratio would be 3.33% for 3-story, 3.16% for 6-story, 3.04% for 9-story and 2.75% for 12-story. The maximum lateral deflection for 3-story was higher than 6 and 9 story building, while the lateral deflection for 12-story having lower value

than the other story by 21%. Figure 8 showed the maxi-

mum lateral deflections of 2-D steel frame for 3-, 6-, 9-

Max. Deflection in mm at Damping ratio 6% 350

300 250 200 150 100 50 0

M

a

x

. D

ef

lect

io

n

in

mm

3-story

6-story 9-story

12-story No. of Story

207.5 196

187

169

Figure 6. The maximum lateral deflections for 2-D steel fra- me for internal column removed at damping ratio 6%.

Max. Deflection in mm at Damping ratio 8% 350

300 250 200 150 100 50 0

Max

. D

ef

lect

io

n

in

mm

200

190

182.3

165

3-story

6-story 9-story

12-story No. of Story

[image:3.595.312.535.559.708.2]
(4)

And 12-story buildings with equal span for internal col-umn removed at damping ratio 10% and for the ductility ratio would be 3.25% for 3-story, 3.08% for 6-story, 2.97% for 9-story and 2.7% for 12-story. The maximum lateral deflection of 3-story was higher than 6- and 9- story building, while the lateral deflection for 12-story having lower value than the other story by 20% and, for building and with increasing damping ratios the ductility ratios decreases.

[image:4.595.312.533.339.488.2]

4. 2-D Model Frame for Internal Column

Removed with Span Ratio 1:0.6

Figure 9 showed the maximum lateral deflections of 2-D

steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.6 for internal column removed at damping ratio 2%. For 3-story the maximum lateral deflections was higher than 6- and 9-story building by 12% which having slightly effects in the lateral deflection not more than 1%. While the lateral deflection with 12-story having lower

value than the other story by 26%. Figure 10 showed the

Max. Deflection in mm at Damping ratio 10% 350

300 250

200 150 100 50 0

Max

. Def

lect

ion

in

mm

195

185

178

162

3-story

6-story 9-story

[image:4.595.63.283.345.503.2]

12-story No. of Story

Figure 8. The maximum lateral deflections for 2-D steel fra- me for internal column removed at damping ratio 10%.

Max. Deflection in mm at Damping ratio 2% 250

200

150

100

50

0

M

a

x

. D

ef

lect

ion

in

mm

3-story

6-story 9-story

12-story No. of Story

201

186.4

179

159

Figure 9. The maximum lateral deflections for 2-D steel fra- me for internal column removed and span ratio 1:0.6 at damping ratio 2%.

maximum lateral deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.6 for inter-nal column removed at damping ratio 5%. The maximum lateral deflections of 3-story was higher than 6- and 9- story building by 6.6% which having slightly effects in the lateral deflection not more than 1%. While the lateral deflection for 12-story having lower value than the other story by 24.5%.

Figure 11 showed the maximum lateral deflections of

2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.6 for internal column removed at damping ratio 6%. The maximum lateral deflections of 3-story was higher than 6- and 9-story building by 10% which having slightly effects in the lateral deflection not more than 1%. While the lateral deflection with 12-story hav-

ing lower value than the other story by 24%. Figure 12

showed the maximum lateral deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.6 for internal column removed at damping ratio 8%. The maximum lateral deflections of 3-story was higher

Max. Deflection in mm at Damping ratio 5%

250

200

150

100

50

0

Ma

x

. De

fl

ec

ti

o

n

i

n

m

m

3-story

6-story 9-story

12-story

No. of Story

193.7 181.4

175

[image:4.595.312.535.540.699.2]

155.6

Figure 10. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.6 at damping ratio 5%.

Max. Deflection in mm at Damping ratio 6% 250

200

150

100

50

0

Max

. D

e

fl

ect

ion

in

mm

3-story

6-story 9-story

12-story No. of Story

191.2

180

173

154.5

[image:4.595.61.285.548.698.2]
(5)

than 6- and 9-story building by 9% which having slightly effects in the lateral deflection not more than 1%. While the lateral deflection with 12-story having lower value

than the other story by 24%. Figure 13 showed the maxi-

mum lateral deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.6 for internal column removed at damping ratio 10%. The maximum lateral deflections for 3-story was higher than 6 and 9- story building by 8.8% which having slightly effects in the lateral deflection not more than 1%. While the lateral deflection for 12-story having lower value than the other story by 22.5%.

The progressive collapse potential decreased as the number of story increased since more structural members participate in resisting progressive collapse and increas- ing the damping ratios.

[image:5.595.315.533.344.490.2] [image:5.595.65.283.344.498.2]

5. 2-D Model Frame for Internal Column

Removed with Span Ratio 1:0.3

Figure 14 showed the maximum lateral deflections of

Max. Deflection in mm at Damping ratio 8%

250

200

150

100

50

0

Ma

x

. De

fl

ec

ti

o

n

i

n

mm

3-story

6-story 9-story

12-story

No. of Story

187.6

177.2

171

[image:5.595.313.536.541.698.2]

152

Figure 12. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.6 at damping ratio 8%.

Max. Deflection in mm at Damping ratio 10%

250

200

150

100

50

0

M

a

x

. D

efl

ec

ti

o

n

i

n

m

m

3-story 6-story

9-story

12-story

No. of Story

184

174 169.1

150.6

Figure 13. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.6 at damping ratio 10%.

2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.3 for internal column removed at damping ratio 2%. The maximum lateral deflections for 3-story were higher than 6- and 9-story building by 9% which have slightly effects in the lateral deflection not more than 1%. While the lateral deflection with 12-story have

value higher than the other story by 60%. Figure 15

showed the maximum lateral deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.3 for internal column removed at damping ratio 5%. The maximum lateral deflections for 3-story were higher than 6- and 9-story building by 9%, which have slightly effects in the lateral deflection not more than 1%. While the lateral deflection for 12-story having higher value

than the other story by 60%. Figure 16 showed the maxi-

mum lateral deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.3 for internal column removed at damping ratio 6%. The maximum lateral deflections for 3-story was higher than 6- and 9-story building by 9% which having slightly effects in

Max. Deflection in mm at Damping ratio 2%

200

150

100

50

0

M

a

x

. D

e

fl

e

cti

o

n

i

n

m

m

3-story 6-story

9-story

12-story

No. of Story

109

100.8

92.23

76.07

Figure 14. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.3 at damping ratio 2%.

Max. Deflection in mm at Damping ratio 5%

3-story

6-story 9-story

12-story No. of Story

200

150

100

50

0

M

a

x

. Def

lect

ion

in

mm

104

97

89.25

74.18

[image:5.595.64.283.548.696.2]
(6)

the lateral deflection not more than 1%. While the lateral deflection for 12-story having higher value than the other

story by 60%. Figure 17 showed the maximum lateral

[image:6.595.60.287.340.490.2]

deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.3 for internal column re- moved at damping ratio 8%. The maximum lateral de- flections for 3-story was higher than 6- and 9-story build- ing by 9% which have slightly effects in the lateral de-flection not more than 1%. While the lateral dede-flection for 12-story has value higher than the other story by 60%.

Figure 18 showed the maximum lateral deflections of

2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.3 for internal column removed at damping ratio 10%. The maximum lateral deflections for 3-story were higher than 6- and 9-story building by 9%, which have slightly effects in the lateral deflection not more than 1%. While the lateral deflection for 12-story having value higher than the other story by 60%. It observed from the above figures that the progressive collapse po-tential decreased as the number of story increased since

Max. Deflection in mm at Damping ratio 6% 200

150

100

50

0

Ma

x. Def

le

ct

io

n

i

n

m

m

3-story

6-story 9-story

12-story No. of Story

102.8 96

88

[image:6.595.313.534.376.527.2]

73.61

Figure 16. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.3 at damping ratio 6%.

Max. Deflection in mm at Damping ratio 8% 200

150

100

50

0

Max

. D

ef

lec

ti

on

i

n

mm

3-story

6-story 9-story

12-story No. of Story

100.5

94.03

86

[image:6.595.61.287.543.696.2]

72.34

Figure 17. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.3 at damping ratio 8%.

more structural members participate in resisting progres-sive collapse and increasing the damping ratios.

6. The Maximum Deformation for 2-D

Frame for Internal Column Removed

6.1. Equal Span

Figure 19 showed the maximum deformation for 2-D

steel frame for 3-story buildings with equal span and

damping ratio 5% for interior column removed. Figure

20 showed the maximum lateral deflections from Jinkoo

(2008) [16], 2-D and 3-D steel frame with 3-story build- ings with equal span and different damping ratios when the interior column was removed for nonlinear dynamic

analysis.At damping ratio 2%, the maximum lateral de-

flection for 3-D steel frame was higher than the maxi- mum lateral deflection for 2-D steel frame building by 1.8%. The maximum lateral deflection for 2-D steel frame was higher than the maximum lateral deflection for Jinkoo (2008) [16], by 1.8%. In damping ratio 5%, the maximum lateral deflection for 3-D steel frame was higher than the maximum lateral deflection for 2-D steel frame building by 0.9%. For 2-D steel frame the maxi-

Max. Deflection in mm at Damping ratio 10%

200

150

100

50

0

M

a

x

. D

e

fl

e

cti

o

n

i

n

m

m

3-story 6-story

9-story

12-story

No. of Story

98.52

92.25 85

71.55

Figure 18. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.3 at damping ratio 10%.

[image:6.595.310.534.579.697.2]
(7)

mum lateral deflection was higher than the maximum lateral deflection for Jinkoo (2008) [16], by 5.5%. At damping ratio 10%, the maximum lateral deflection for 3-D steel frame was higher than the maximum lateral deflection for 2-D steel frame building by 3%. The maxi- mum lateral deflection for 2-D steel frame was higher than the maximum lateral deflection for Jinkoo (2008) [16], by 25.8%. The vertical deflection of the building decreased as the damping ratio increased. The maximum deflection of the building with 2% and 5% damping ratio slightly exceeded the allowable value of limit state speci- fied in the GSA guidelines (2003) [15], while in 10% damping ratio, the maximum deflection of the building was less the allowable value of limit state specified in the

GSA guidelines (2003) [15]. Figure 21 showed the

maximum deformation for 2-D steel frame for 9-story buildings with equal span and damping ratio 5% for inte-

rior column removed. Figure 22 showed the maximum

lateral deflections of Jinkoo (2008) [16] and 2-D steel frame for 9-story buildings with equal span and damping

300

250

200

150

100

50

0

M

a

x

. D

efl

ec

ti

o

n

i

n

m

m

220 224 228 210 200 211 212.9 210 155

195 200 210

γ = 2%

Damping ratio

γ = 5% γ = 10%

Open Sees Prog 3-D, ABAQUS Prog

2-D, ABAQUS Prog GSA guidelines

Figure 20. The maximum lateral deflections of Jinkoo (2008) [16], 2-D and 3-D steel frame with equal span for interior column removed.

Figure 21. The maximum deformation for 2-D steel frame for 9-Story building with equal span.

ratio 5% for interior column removed, the maximum lat- eral deflection for 2-D steel frame was less than the maximum lateral deflection for Jinkoo (2008) [16] by 4.7%, and less than the allowable value of limit state

specified in the GSA guidelines (2003) [15]. Figure 23

showed the maximum deformation for 3-D steel frame with 3-story buildings with equal span and damping ratio 5% for interior column removed.

6.2. Span Ratio 1:0.6

Figure 24 showed the maximum deformation for 2-D

steel frame for 3-story buildings with span ratio 1:0.6 for long span 10 m, short span 6 m and damping ratio 5% for

interior column removed. Figure 25 showed the maxi-

mum lateral deflections of Jinkoo (2008) [16], 2-D steel frame for 3-story buildings with span ratio 1:0.6 at dam- ping ratio 5% for interior column removed, the maximum lateral deflection for 2-D steel frame was higher than the maximum lateral deflection for from Jinkoo (2008) [16], by 7.6% but less than the allowable value of limit state specified in the GSA guidelines (2003) [15].

6.3. Span Ratio 1:0.3

Figure 26 showed the maximum deformation for 2-D

300

250

200

150

100

50

0

M

a

x

. d

efl

e

cti

o

n

i

n

m

m

Damping ratio γ = 5%

199 190 200

Open Sees Prog

GSA guidelines 2-D, ABAQUS Prog

Figure 22. The maximum lateral deflections of Jinkoo (2008) [16], and 2-D steel frame for 3-story building for interior column removed.

(8)

steel frame for 3-story buildings with span ratio 1:0.3 for long span 10 m, short span 3 m and damping ratio 5% for

interior column removed. Figure 27 showed the maxi-

[image:8.595.310.534.243.339.2] [image:8.595.74.272.337.487.2]

mum lateral deflections of Jinkoo (2008) [16], 2-D steel frame for 3-story buildings with span ratio 1:0.3 and damping ratio 5% for interior column removed. The ma- ximum lateral deflection for 2-D steel frame was higher than the maximum lateral deflection for Jinkoo (2008) [16] by 5% and less than the allowable value of limit state specified in the GSA guidelines (2003) [15].

Figure 28 presented the time history of the vertical

displacement for the internal column removed at diffe- rent values of damping ratio for 3-story building with equal span. The progressive collapse potential decreased as the number of story increased since more structural members participate in resisting progressive collapse and increasing the damping ratios. It observed also the dam- ping ratio 2% having the maximum value that was due the energy was dissipated from the building was small

[image:8.595.311.535.391.529.2]

value, the system contained small losses the mass could

Figure 24. The maximum deformation for 3-D steel frame for 3-story building for interior column removed with equal span.

300

250

200

150

100

50

0

Ma

x.

de

fl

ec

ti

o

n

i

n

m

m

Damping ratio

γ = 5% 180

193.7 210

Open Sees Prog 2-D, ABAQUS Prog GSA guidelines

Figure 25. The maximum lateral deflections of Jinkoo (2008) [16], 2-D steel frame with span ratio 1:0.6 for interior co- lumn removed.

faster return to its rest position without ever overshoot- ing.

Figure 29 presented the maximum lateral deflection

gets from the analysis and the experimental case [18]. The maximum lateral deflection was higher than the one get from experimental test by 27%, the difference be- tween the analysis and the experimental due the rate of

loading and the scale of the problem, i.e. that it involves

a full system, has made testing difficult. From Figure 29,

the maximum lateral deflection gets at the ultimate load capacity 50 KN for the case of loading where the load was applied increasingly with time the maximum deflect-

Figure 26. The maximum deformation for 2-D steel frame for 3-story building for interior column removed and span ratio 1:0.3.

Open Sees Prog

GSA guidelines 2-D, ABAQUS Prog 300

250

200

150

100

50

0

Max

. d

ef

lect

io

n

in

mm

Damping ratio

γ = 5%

99 104

[image:8.595.59.286.539.699.2]

160

Figure 27. The maximum lateral deflections of Jinkoo (2008) [16], 2-D steel frame with span ratio 1:0.3 for interior co- lumn removed.

0 1 2 3 4 5 6 7 8Time in sec. 0

−50

−100

−150

−200

−250

D

is

p

la

ce

men

t in

m

m

Displacement Damping = 2% Displacement Damping = 6% Displacement Damping = 10%

[image:8.595.309.538.576.698.2]

Displacement Damping = 5% Displacement Damping = 8%

(9)

0 10 20 30 40 50 60

Load (Kn/mm2) 50

45 40 35 25 20 15 10 5 0

Max

. D

ef

lect

ion

i

n

mm

Deflection (mm) from experimental test

[image:9.595.59.289.84.219.2]

Deflection (mm) from analysis

Figure 29. The maximum lateral deflection for internal co- lumn removed from the analysis and experimental test.

tion would be measured and get around 35 - 36 mm.

7. Conclusions

Nonlinear finite element models investigating the progre- ssive collapse of steel frames have been developed and reported in this paper. The finite element models have accounted for the nonlinear material of the steel frames and the nonlinear geometry was also considered. The investigated steel frames had different geometries and different damping ratios. Overall, the paper addresses how multistory frames would behave when subjected to local damage or loss of a main structural carrying element. The history behavior of the steel frames defor- mations and failure modes were investigated and discussed in this paper. The nonlinear finite element models accented the nonlinear material and geometry behavior of the steel frames. The study has shown that:

 By increasing damping ratios in dynamic analysis the

maximum lateral deflection decreased for all frames.

 The progressive collapse potential decreased as the

number of story increased since more structural mem- bers participate in resisting progressive collapse.

 The nonlinear dynamic analysis method provided a

realistic representation of the progressive collapse be- havior.

 The increase only in the girder size for the purpose of

preventing progressive collapse may result in weak story when the building is subject to seismic load. The formation of weak story can be prevented by in- creasing the column size in such a way that the strong column-weak beam requirement is satisfied.

The maximum lateral deflection obtained for internal column-removed case using the 3D-model was slightly higher (within 2%) than that obtained for internal column- removed case using the 2D-model.

REFERENCES

[1] R. E. Mc Connel and S. J. Kelly, “Structural Aspects of

Progressive Collapse of Warehouse Racking,” The Struc-tural Engineer, Vol. 61A, No. 11, 1983, pp. 343-347. [2] F. Casciati and L. Faravelli, “Progressive Failure for

Seismic Reliability Analysis,” Engineering Structures, Vol. 6, No. 2, 1984, pp. 97-103.

http://dx.doi.org/10.1016/0141-0296(84)90002-6

[3] A. J. Pretlove, “Dynamic Effects in Fail-Safe Structural Design,” Proceedings, International Conference on Steel Structures: Recent Advances and their Application to De-sign, Budva, 1986, pp. 749-757.

[4] J. L. Gross and W. Mcguire, “Progressive Collapse Re- sistant Design,” Journal of Structural Engineering, Vol. 109, No. 1, 1983, pp. 1-15.

[5] R. M. Bennett, “Formulation for Probability of Progres-sive Collapse,” Structural Safety, Vol. 5, No. 1, 1988, pp. 67-77. http://dx.doi.org/10.1016/0167-4730(88)90006-9 [6] A. J. Pretlove, M. Ramsden and A. G. Atkins, “Dynamic

Effects in Progressive Failure of Structures,” Interna- tional Journal of Impact Engineering, Vol. 11, No. 4, 1991, pp. 539-546.

[7] E. M. Smith, “Alternate Path Analysis of Space Trusses for Progressive Collapse,” Journal of Structural Engi-neering, Vol. 114, No. 9, 1988, pp. 1978-1999. http://dx.doi.org/10.1061/(ASCE)0733-9445(1988)114:9( 1978)

[8] R. B. Malla and B. B. Nalluri, “Dynamic Effects of Member Failure on Response of Truss Type Space Struc- ture,” Journal of Spacecrafts and Rockets, Vol. 32, No. 3, 1995, pp. 545-551. http://dx.doi.org/10.2514/3.26649 [9] K. Abedi and G. A. R. Parke, “Progressive Collapse of

Single-Layer Braced Domes” International Journal of Space Structures, Vol. 11, No. 3, 1996, pp. 291-306. [10] J. R. Gilmour and K. S. Virdi, “Numerical Modeling of

the Progressive Collapse of Framed Structures as a Result of Impact or Explosion,” 2nd International PhD Sympo-sium in Civil Engineering, 1998.

[11] G. Kaewkulchai and E. B. Williamson, “Dynamic Be-havior of Planar Frames during Progressive Collapse”. 16th ASCE Engineering Mechanics Conference, Univer-sity of Washington, Seattle, 2003.

[12] G. Kaewkulchai and E. B. Williamson, “Beam Element Formulation and Solution Procedures for Dynamic Pro-gressive Collapse Analysis,” Computers and Structures, Vol. 82, No. 7-8, 2004, pp. 639-651.

http://dx.doi.org/10.1016/j.compstruc.2003.12.001 [13] K. Khandelwal and S. El-Tawil, “Collapse Behavior of

Steel Special Moment Resisting Frame Connections,” Journal of Performance of Constructed Facilities, Vol. 113, No. 5, 2007, pp. 646-665.

[14] J. Kim and J. Park, “Design of Steel Frames Considering Progressive Collapse,” Steel and Composite Structures, Vol. 8, No. 1, 2008, pp. 85-98.

http://dx.doi.org/10.12989/scs.2008.8.1.085

(10)

[16] J. Kim and J. Park, “Design of Steel Moment Frames Considering Progressive Collapse,” Steel and Composite Structures, Vol. 8, No. 1, 2008, pp. 85-98.

http://dx.doi.org/10.12989/scs.2008.8.1.085

[17] The Unified Facilities Criteria (UFC) 4-023-03, “Design of Buildings to Resist Progressive Collapse, Approved for

Public Release,” Department of Defense, 2005.

Figure

Table 1 presents the ductility ratios in model struc- tures with different number of story when the external and internal column was removed
Figure 8mum lateral deflections of 2-D steel frame for 3-, 6-, 9-
Figure 9 showed the maximum lateral deflections of 2-D steel frame for 3-, 6-, 9- and 12-story buildings with span ratio 1:0.6 for internal column removed at damping ratio 2%
Figure 12. The maximum lateral deflections for 2-D steel frame for internal column removed with span ratio 1:0.6 at damping ratio 8%
+4

References

Related documents

The Seckford Education Trust and our schools should be environments in which pupils and students or their parents/carers can feel comfortable and confident

Electron micrographs of mannonamide aggregates from water (a-e) or xylene (f): (a and b) details of aged fiber aggregates of D-mannonamide 2 negatively stained

18 th Sunday in Ordinary Time Saint Rose of Lima Parish Parroquia Santa Rosa de Lima.. August

Make measurements on timeslot 0 [FREQUENCY] {Timeslot Off} [Enter] Activate the ORFS measurement (figure 25) [MEASURE] {GMSK Output RF The default setting measures spectrum

Using a nationwide database of hospital admissions, we established that diverticulitis patients admitted to hospitals that encounter a low volume of diverticulitis cases have

 The LSO is responsible for developing criteria and drafting policy for the DOT regarding instructor certification and evaluation, documentation of training safety requirements,

de Klerk, South Africa’s last leader under the apartheid regime, Mandela found a negotiation partner who shared his vision of a peaceful transition and showed the courage to

In addition, this example, of a university President celebrating the building of ‘a very strong network of alumni in China and Hong Kong', highlighted the significance for