FN Thomson Reuters Web of Knowledge
VR 1.0
PT J
AU Tran, HC
Park, HS
Lee, J
AF Tran, Hoang Chi
Park, Hyo Seon
Lee, Jaehong
TI A unique feasible mode of prestress design for cable domes
SO FINITE ELEMENTS IN ANALYSIS AND DESIGN
LA English
DT Article
DE Cable domes; Singular value decomposition; Prestress design; Force
density method; Unique feasible prestressed mode
ID TENSEGRITY GRID STRUCTURES; PIN-JOINTED STRUCTURES; SELF-STRESS DESIGN;
FRAMEWORKS; MATRIX
AB A numerical method is presented for initial prestress design of various cable dome structures with multiple independent prestressed modes. A new and robust approach for the purpose of obtaining a unique feasible prestressed mode is proposed by systematically increasing or decreasing the number of member groups and/or directly assigning some linear relations on the force densities between some specific groups until the unique feasible prestressed mode is found. On the other hand, these manually assigned linear relations can allow designers more control over the prestress design. Evaluation of the stability for the structure is also considered. Numerical examples are presented to demonstrate the efficiency and robustness in obtaining a unique feasible prestressed mode for various cable domes. (C) 2012 Elsevier BY. All rights reserved.
C1 [Tran, Hoang Chi; Lee, Jaehong] Sejong Univ, Dept Architectural Engn, Seoul 143747, South Korea.
[Park, Hyo Seon] Yonsei Univ, Dept Architectural Engn, Seoul 120749, South Korea.
RP Lee, J (reprint author), Sejong Univ, Dept Architectural Engn, 98 Kunja Dong, Seoul 143747, South Korea.
EM chihoangkt@yahoo.com
FU National Research Foundation of Korea (NRF); Ministry of Education,
Science and Technology [NRF2010-0019373, NRF2011-0018360]; Korea
Ministry of Knowledge Economy under the National HRD
[NIPA-2010-C6150-1001-0013]
FX This research was supported by National Research Foundation of Korea
(NRF) funded by the Ministry of Education, Science and Technology
through NRF2010-0019373 and NRF2011-0018360, and by Korea Ministry of
Knowledge Economy under the National HRD support program for convergence
information technology supervised by National IT Industry Promotion
Agency through NIPA-2010-C6150-1001-0013.
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NR 31
TC 0
Z9 0
PU ELSEVIER SCIENCE BV
PI AMSTERDAM
PA PO BOX 211, 1000 AE AMSTERDAM, NETHERLANDS
SN 0168-874X
J9 FINITE ELEM ANAL DES
JI Finite Elem. Anal. Des.
PD OCT
PY 2012
VL 59
BP 44
EP 54
DI 10.1016/j.finel.2012.05.004
PG 11
WC Mathematics, Applied; Mechanics
SC Mathematics; Mechanics
GA 965QD
UT WOS:000305781400006
ER
PT J
AU Shekastehband, B
Abedi, K
Dianat, N
Chenaghlou, MR
AF Shekastehband, B.
Abedi, K.
Dianat, N.
Chenaghlou, M. R.
TI Experimental and numerical studies on the collapse behavior of
tensegrity systems considering cable rupture and strut collapse with
snap-through
SO INTERNATIONAL JOURNAL OF NON-LINEAR MECHANICS
LA English
DT Article
DE Tensegrity systems; Snap-through; Sudden cable rupture; Progressive
collapse; Residual stress
ID TRUSS FRAMEWORK
AB Researches on the collapse behavior of a 3 x 3 x 0.7 m tensegrity grid have been conducted with the aim of examining the accuracy of the proposed numerical procedure for investigating the localization or propagation of collapse in these systems. The experimental program consists of tests on the constituent elements and collapse test on the whole system. In the current study, two types of collapse due to sudden rupture of a cable element and buckling of a strut were examined in the studied tensegrity model under load control. It was found that the most important factors that influence the collapse behavior of the tensegrity model are the imperfection amplitude, damping factors and residual stresses of the buckled struts. Based on the obtained results, the finite element model were adjusted, compared and validated with the experimental results until reliable and robust numerical model were achieved. (C) 2012 Elsevier Ltd. All rights reserved.
C1 [Shekastehband, B.; Abedi, K.; Chenaghlou, M. R.] Sahand Univ Technol, Dept Civil Engn, Tabriz, Iran.
[Dianat, N.] Safira Co, Struct Lab Sazehaye Fazaei Iran, Tehran, Iran.
RP Shekastehband, B (reprint author), Sahand Univ Technol, Dept Civil Engn, Tabriz, Iran.
EM b_shekastehband@sut.ac.ir; k_abedi@sut.ac.ir; N.Dianat@safiraco.com;
mrchenaghlou@sut.ac.ir
CR Abedi K., 2008, International Journal of Space Structures, V23, DOI 10.1260/026635108785260542
Abedi K., 1997, THESIS U SURREY
Abedi K., 2001, INT J SPACE STRUCTUR, V16, P125, DOI 10.1260/0266351011495223
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NR 15
TC 0
Z9 0
PU PERGAMON-ELSEVIER SCIENCE LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, ENGLAND
SN 0020-7462
J9 INT J NONLIN MECH
JI Int. J. Non-Linear Mech.
PD SEP
PY 2012
VL 47
IS 7
BP 751
EP 768
DI 10.1016/j.ijnonlinmec.2012.04.004
PG 18
WC Mechanics
SC Mechanics
GA 969DE
UT WOS:000306035100004
ER
PT J
AU Gomez-Jauregui, V
AF Gomez-Jauregui, V.
TI Double-layer tensegrity grids and Rot-Umbela manipulations
SO INFORMES DE LA CONSTRUCCION
LA Spanish
DT Article
DE Tensegrity; structures; grids; double-layer; Rot-Umbela
ID STATIC LOAD RESPONSE; CABLE-STRUT SYSTEMS; SELF-STRESS DESIGN; ACTIVE
CONTROL
AB Double-layer tensegrity grids (DLTGs) are tensegrity spatial systems containing two parallel networks of members in tension forming the top and bottom chords, whose nodes are linked by vertical and/or inclined web members under compression and tension.
This paper presents, as an introduction, a brief perspective of the historical proposals for DLTGs over the last years, describing later a new approach for generating these kinds of structures, mainly in geometrical terms.
After applying Otero's proposal for designing conventional double-layer grids (DLGs), a new technique, known as Rot-Umbela Manipulation, is applied to their upper and/or lower layers for generating DLTGs. Rot-Umbela Manipulation consists of opening a vertex in the plane for obtaining a certain polygon, which is then rotated by a determined angle. This powerful operation opens an endless catalogue of DLTGs and a very interesting line of research ill the field of Tensegrity.
C1 Univ Cantabria, E-39005 Santander, Spain.
RP Gomez-Jauregui, V (reprint author), Univ Cantabria, E-39005 Santander, Spain.
EM tensegridad.es@gmail.com
RI Gomez-Jauregui, Valentin/G-2696-2011
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NR 86
TC 0
Z9 0
PU INST CIENCIAS CONSTRUCCION EDUARDO TORROJA
PI MADRID
PA SERRANO GALVACHE, 4, 28033 MADRID, SPAIN
SN 0020-0883
J9 INF CONSTR
JI Inf. Constr.
PD JUL-SEP
PY 2012
VL 64
IS 527
BP 331
EP 344
DI 10.3989/ic.11.053
PG 14
WC Construction & Building Technology
SC Construction & Building Technology
GA 005YG
UT WOS:000308785400007
ER
PT J
AU Skejic, D
Androic, B
Bacic, D
AF Skejic, Davor
Androic, Boris
Bacic, Dubravko
TI TENSEGRITY STRUCTURES INNOVATIVE LIGHT STRUCTURAL SYSTEMS
SO PROSTOR
LA Croatian
DT Article
AB Tensegrity system is a relatively new structural system suitable for the design of light and adaptable structures which create the impression of a bunch of rods floating in the air. These structural systems are known under various names depending on a particular approach: integrally strained systems, self-stabilizing systems, self-straining networks, critical and overcritical network systems. The structural function of such systems results from linking their constituent elements by means of tensile forces into an integral whole. This principle lies behind their name tensegrity (tensional integrity).
One of the main objectives in the design of wide span structural systems is to reduce their own weight as much as possible. Therefore ingenious structural systems have been invented. Their reduced weight results from a reduced number of rods in compression. Thus the stability of the system is achieved by introducing self-balancing strain created by cables (elements in tension) and rods (elements in compression). These systems can therefore be defined as systems whose rigidity results from a self-straining balanced state between tensile cables and compressive elements independently of any outside activity. Self-straining that is responsible for their rigidity is independent of any devices that usually help to achieve a balanced state of straining.
The geometric form of the spatial system is created by a periodic combination of basic modules whose integral parts are cables and rods. Some forms of tensegrity structures are reminiscent of the already familiar structures, trusses and beam-and-stringer grids but with a different flow of forces and spatial stability. The originality of tensegrity structures lies in its complex geometry and structural function resulting in a specific mechanic behaviour differing from the conventional spatial systems.
Three historical figures are usually considered as the inventors of tensegrity structures: R. Buckminster Fuller, David Georges Emmerich and Kenneth D. Snelson. Fuller's work has stimulated many researchers who have been exploring this field and searching for practical application of these systems. The first attempts at constructing tent-like structures in the 19605 (Frei Otto) were followed by a period (19705) in which strained structures gained popularity especially after the Olympic stadium in Munich had been built up.
Numerous research projects have contributed substantially to eliminate the obstacles to practical application of tensegrity structures. Researches focused on multi-disciplinary aspect of the issue have resulted in an adjustable technology for design and analysis of integrally strained structures and have developed successful design innovations applicable to tensegrity structures.
Despite the fact that tensegrity structures have for a long time been avoided and unjustly neglected within the fields of architecture and structural engineering, they have recently, however, become an accepted structural form. Advanced technology and a developing theory of integrally strained structures have helped to eliminate prejudices about these forms of structures. Finding an initial form that is stable even when stressed has certainly speeded up the evolution from sculpture to structure.
Modeling is mainly based on three different approaches: by displacement, by forces and by energy. The mathematical tools necessary for the analysis of rigidity and stability of tensegrity structures is extremely complex since an appropriate modeling requires mastery and control of the following: the position of a tensegrity structure in multi-dimensional space, rigidity and straining matrices, the concepts of self-straining and proper straining, the balance and disassembly of forces.
The examples of the already built tensegrity structures range from domes, towers, roof and arch structures, tents, pavilions, and bridges to artistic and everyday objects (furniture). It is certain that researches on tensegrity structures will continue into the future. The examples shown here confirm their applicability when covering large spans, bridges with short spans or as supports of lightweight infrastructural systems. Although further and more thorough researches are needed, it is quite clear that a deeply rooted assumption about the inapplicability of tensegrity structures is nowadays successfully refuted. However, successful application of new technologies to tensegrity structures requires close cooperation between architects and structural engineers as an essential prerequisite for future creative and innovative solutions.
C1 [Skejic, Davor] Univ Zagreb, Fac Civil Engn, Dept Steel Struct, Zagreb 41000, Croatia.
[Bacic, Dubravko] Fac Architecture, Zagreb, Croatia.
RP Skejic, D (reprint author), Univ Zagreb, Fac Civil Engn, Dept Steel Struct, Zagreb 41000, Croatia.
CR Adriaenssens SML, 2001, ENG STRUCT, V23, P29, DOI 10.1016/S0141-0296(00)00019-5
BURKHARDT R., 1994, PRACTICAL GUIDE TENS
CONNELLY R., 1998, CATALOGUE SYMMETRIC
Diller Elizabeth, 2002, BLUR MAKING NOTHING
DREW P., 1976, FREI OTTO FORM STRUC
Emmerich D. G., 1988, STRUCTURES TENDUES A
FULLER B., 1963, IDEAS INTEGRITIES SP
Furuya H., 1992, INT J SPACE STRUCTUR, V7, P143
GENGNAGEL C., 2002, ARBEITSBLIITTER TENS
Hanaor A., 1993, INT J SPACE STRUCTUR, V8, P135
Hanaor A., 1987, P INT C DES CONSTR N, V2
JAUREGUI V. G., 2010, TENSEGRITY STRUCTURE
Kenner H., 1976, GEODESIC MATH USE IT
MICHELETTI A., 2005, MODULAR TENSEGRITY S
Micheletti A, 2007, J MECH MATER STRUCT, V2, P857, DOI 10.2140/jomms.2007.2.857
Motro R., 2003, TENSEGRITY STRUCTURA
Pugh A., 1976, INTRO TENSEGRITY
SCHLAICH M., 2003, STAHLBAU, V72, P697
SCHODEK D. L., 1993, STRUCTURE SCULPTURE
Tibert A.G., 2003, INT J SPACE STRUCTUR, V18, P209, DOI DOI 10.1260/026635103322987940
VESNA V., 2000, NETWORKED PUBLIC SPA
ZHANG J., 2003, ENERGY TIME LINE YEA
ZHANG J., 2007, STRUCTURAL MORPHOLOG
NR 23
TC 0
Z9 0
PU UNIV ZAGREB FAC ARCHITECTURE
PI ZAGREB
PA KACICEVA 26, ZAGREB, HR-10000, CROATIA
SN 1330-0652
J9 PROSTOR
JI Prostor
PY 2012
VL 20
IS 1
BP 198
EP 209
PG 12
WC Architecture
SC Architecture
GA 972CZ
UT WOS:000306255400015
ER
PT J
AU Tran, HC
Lee, J
AF Tran, Hoang Chi
Lee, Jaehong
TI Geometric and material nonlinear analysis of tensegrity structures
SO ACTA MECHANICA SINICA
LA English
DT Article
DE Nonlinear analysis; Tensegrity structures; Geometric nonlinearity;
Material nonlinearity; Large displacements
ID SELF-STRESS DESIGN; DYNAMIC ANALYSES; STATIC ANALYSIS; GRID STRUCTURES;
STABILITY; FRAMEWORKS; PRESTRESS; BEHAVIOR; SYSTEMS
AB A numerical method is presented for the large deflection in elastic analysis of tensegrity structures including both geometric and material nonlinearities. The geometric nonlinearity is considered based on both total Lagrangian and updated Lagrangian formulations, while the material nonlinearity is treated through elastoplastic stress-strain relationship. The nonlinear equilibrium equations are solved using an incremental-iterative scheme in conjunction with the modified Newton-Raphson method. A computer program is developed to predict the mechanical responses of tensegrity systems under tensile, compressive and flexural loadings. Numerical results obtained are compared with those reported in the literature to demonstrate the accuracy and efficiency of the proposed program. The flexural behavior of the double layer quadruplex tensegrity grid is sufficiently good for lightweight large-span structural applications. On the other hand, its bending strength capacity is not sensitive to the self-stress level.
C1 [Tran, Hoang Chi; Lee, Jaehong] Sejong Univ, Free Form Architecture Inst, Dept Architectural Engn, Seoul 143747, South Korea.
RP Lee, J (reprint author), Sejong Univ, Free Form Architecture Inst, Dept Architectural Engn, 98 Kunja Dong, Seoul 143747, South Korea.
EM jhlee@sejong.ac.kr
FU National Research Foundation of Korea (NRF); Ministry of Education,
Science and Technology [NRF2010-0019373]
FX The support of the research reported here by Basic Science Research
Program through the National Research Foundation of Korea (NRF) funded
by the Ministry of Education, Science and Technology (NRF2010-0019373)
is gratefully acknowledged. The authors also would like to thank the
anonymous reviewers for their suggestions in improving the standard of
the manuscript.
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Kebiche K, 1999, ENG STRUCT, V21, P864, DOI 10.1016/S0141-0296(98)00014-5
Masic M, 2005, INT J SOLIDS STRUCT, V42, P4833, DOI 10.1016/j.ijsolstr.2005.01.014
Motro R., 2003, TENSEGRITY STRUCTURA
Murakami H, 2001, INT J SOLIDS STRUCT, V38, P3615, DOI 10.1016/S0020-7683(00)00233-X
Murakami H, 2001, INT J SOLIDS STRUCT, V38, P3599, DOI 10.1016/S0020-7683(00)00232-8
Ohsaki M, 2006, INT J NONLINEAR MECH, V41, P1109, DOI 10.1016/j.ijnonlinmec.2006.10.009
Paul C, 2006, IEEE T ROBOT, V22, P944, DOI 10.1109/TRO.2006.878980
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
Pinaud JP, 2004, P SOC PHOTO-OPT INS, V5390, P155, DOI 10.1117/12.540150
Rhode-Barbarigos L, 2010, ENG STRUCT, V32, P1158, DOI 10.1016/j.engstruct.2009.12.042
Rovira AG, 2009, ROBOT AUTON SYST, V57, P526, DOI 10.1016/j.robot.2008.10.010
Stamenovic D, 2005, ACTA BIOMATER, V1, P255, DOI 10.1016/j.actbio.2005.01.004
Tibert A.G., 2003, INT J SPACE STRUCTUR, V18, P209, DOI DOI 10.1260/026635103322987940
Tibert AG, 2002, J SPACECRAFT ROCKETS, V39, P701, DOI 10.2514/2.3867
Tran HC, 2010, INT J SOLIDS STRUCT, V47, P2660, DOI 10.1016/j.ijsolstr.2010.05.020
Tran HC, 2010, INT J SOLIDS STRUCT, V47, P1785, DOI 10.1016/j.ijsolstr.2010.03.008
Tran HC, 2010, COMPUT STRUCT, V88, P558, DOI 10.1016/j.compstruc.2010.01.011
Wang B., 2004, FREE STANDING TENSIO
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P5658, DOI 10.1016/j.ijsolstr.2005.10.011
NR 32
TC 0
Z9 0
PU SPRINGER HEIDELBERG
PI HEIDELBERG
PA TIERGARTENSTRASSE 17, D-69121 HEIDELBERG, GERMANY
SN 0567-7718
J9 ACTA MECH SINICA-PRC
JI Acta Mech. Sin.
PD DEC
PY 2011
VL 27
IS 6
BP 938
EP 949
DI 10.1007/s10409-011-0520-2
PG 12
WC Engineering, Mechanical; Mechanics
SC Engineering; Mechanics
GA 866NG
UT WOS:000298387200009
ER
PT J
AU Tran, HC
Lee, J
AF Hoang Chi Tran
Lee, Jaehong
TI Determination of a unique configuration of free-form tensegrity
structures
SO ACTA MECHANICA
LA English
DT Article
ID SELF-STRESS DESIGN; STATIC ANALYSIS; GRID STRUCTURES; FRAMEWORKS;
STABILITY; SYSTEMS; PRESTRESS; RIGIDITY; BEHAVIOR; MODULES
AB A numerical method is presented for form-finding of free-form tensegrity structures. The topology and an initial randomly generated force density vector are the required information in the present form-finding process. An approach of defining a unique configuration of free-form tensegrity structures by specifying an independent set of nodal coordinates is rigorously provided, which means that the geometrical and mechanical properties of the structure can be at least partly controlled by the proposed method. Several numerical examples are presented to demonstrate the efficiency and robustness in searching new self-equilibrium stable free-form configurations of tensegrity structures.
C1 [Hoang Chi Tran; Lee, Jaehong] Sejong Univ, Dept Architectural Engn, Seoul 143747, South Korea.
RP Lee, J (reprint author), Sejong Univ, Dept Architectural Engn, Seoul 143747, South Korea.
EM chihoangkt@yahoo.com; jhlee@sejong.ac.kr
RI Lee, Jaehong/G-6043-2011
FU Ministry of Education, Science and Technology [NRF2010-0019373]; Korea
Ministry of Knowledge Economy by National IT Industry Promotion Agency
[NIPA-2010-C6150-1001-0013]
FX This research was supported by Basic Research Laboratory Program of the
National Research Foundation of Korea (NRF) funded by the Ministry of
Education, Science and Technology through NRF2010-0019373, and by Korea
Ministry of Knowledge Economy under the national HRD support program for
convergence information technology supervised by National IT Industry
Promotion Agency through NIPA-2010-C6150-1001-0013. The authors also
would like to thank the anonymous reviewers for their suggestions in
improving the standard of the manuscript.
CR Barnes M, 1999, INT J SPACE STRUCT, V14, P89, DOI 10.1260/0266351991494722
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Kebiche K, 1999, ENG STRUCT, V21, P864, DOI 10.1016/S0141-0296(98)00014-5
Lazopoulos KA, 2006, ACTA MECH, V182, P253, DOI 10.1007/s00707-005-0288-1
Lazopoulos KA, 2005, ACTA MECH, V179, P1, DOI 10.1007/s00707-005-0244-0
Masic M, 2005, INT J SOLIDS STRUCT, V42, P4833, DOI 10.1016/j.ijsolstr.2005.01.014
Meyer Carl D., 2000, MATRIX ANAL APPL LIN
Micheletti A, 2007, J MECH MATER STRUCT, V2, P101
Motro R., 1986, P INT S SHELL SPAT S, P270
Motro R., 2003, TENSEGRITY STRUCTURA
Murakami H, 2001, COMPUT STRUCT, V79, P891, DOI 10.1016/S0045-7949(00)00196-6
Murakami H, 2001, INT J SOLIDS STRUCT, V38, P3615, DOI 10.1016/S0020-7683(00)00233-X
Ohsaki M, 2006, INT J NONLINEAR MECH, V41, P1109, DOI 10.1016/j.ijnonlinmec.2006.10.009
Pagitz M, 2009, INT J SOLIDS STRUCT, V46, P3235, DOI 10.1016/j.ijsolstr.2009.04.018
Paul C, 2006, IEEE T ROBOT, V22, P944, DOI 10.1109/TRO.2006.878980
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
PELLEGRINO S, 1993, INT J SOLIDS STRUCT, V30, P3025, DOI 10.1016/0020-7683(93)90210-X
Pinaud JP, 2004, P SOC PHOTO-OPT INS, V5390, P155, DOI 10.1117/12.540150
Pirentis AP, 2010, INT J SOLIDS STRUCT, V47, P759, DOI 10.1016/j.ijsolstr.2009.11.010
Rhode-Barbarigos L, 2010, ENG STRUCT, V32, P1158, DOI 10.1016/j.engstruct.2009.12.042
Rieffel J, 2009, COMPUT STRUCT, V87, P368, DOI 10.1016/j.compstruc.2008.11.010
Rovira AG, 2009, ROBOT AUTON SYST, V57, P526, DOI 10.1016/j.robot.2008.10.010
Schek H.-J., 1974, Computer Methods in Applied Mechanics and Engineering, V3, DOI 10.1016/0045-7825(74)90045-0
Stamenovic D, 2005, ACTA BIOMATER, V1, P255, DOI 10.1016/j.actbio.2005.01.004
Sultan C, 2001, INT J SOLIDS STRUCT, V38, P5223, DOI 10.1016/S0020-7683(00)00401-7
Sultan C, 2009, ADV APPL MECH, V43, P69, DOI 10.1016/S0065-2156(09)43002-3
Tibert A.G., 2003, INT J SPACE STRUCTUR, V18, P209, DOI DOI 10.1260/026635103322987940
Tibert AG, 2002, J SPACECRAFT ROCKETS, V39, P701, DOI 10.2514/2.3867
Tran HC, 2010, INT J SOLIDS STRUCT, V47, P2660, DOI 10.1016/j.ijsolstr.2010.05.020
Tran HC, 2010, COMPUT STRUCT, V88, P558, DOI 10.1016/j.compstruc.2010.01.011
Tran HC, 2010, COMPUT STRUCT, V88, P237, DOI 10.1016/j.compstruc.2009.10.006
Vassart N., 1999, INT J SPACE STRUCTUR, V14, P147, DOI 10.1260/0266351991494768
Wang B., 2004, FREE STANDING TENSIO
Xu X, 2010, MECH RES COMMUN, V37, P85, DOI 10.1016/j.mechrescom.2009.09.003
Yang WY, 2005, APPLIED NUMERICAL METHODS USING MATLAB (R), P1, DOI 10.1002/0471705195
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P5658, DOI 10.1016/j.ijsolstr.2005.10.011
Zhang L, 2006, J STRUCT ENG-ASCE, V132, P1435, DOI 10.1061/(ASCE)0733-9445(2006)132:9(1435)
NR 51
TC 0
Z9 0
PU SPRINGER WIEN
PI WIEN
PA SACHSENPLATZ 4-6, PO BOX 89, A-1201 WIEN, AUSTRIA
SN 0001-5970
J9 ACTA MECH
JI Acta Mech.
PD AUG
PY 2011
VL 220
IS 1-4
BP 331
EP 348
DI 10.1007/s00707-011-0479-x
PG 18
WC Mechanics
SC Mechanics
GA 808RT
UT WOS:000293996800022
ER
PT J
AU Tran, HC
Lee, J
AF Tran, Hoang Chi
Lee, Jaehong
TI Self-stress design of tensegrity grid structures with exostresses
SO INTERNATIONAL JOURNAL OF SOLIDS AND STRUCTURES
LA English
DT Article
DE Tensegrity grid structures; Singular value decomposition; Self-stress
design; Exostresses; Force density method
ID STABILITY CONDITIONS; STATIC ANALYSIS; FRAMEWORKS; STIFFNESS; SYSTEMS;
MATRIX
AB A numerical method is presented for initial self-stress design of tensegrity grid structures with exostresses. which is defined as a linear combination of the coefficients of independent self-stress modes. A discussion on proper division of the number of member groups for the purpose of existence of a single integral feasible self-stress mode has been explicitly given. Dummy elements to transform the tensegrity grid structure with statically indeterminate supports into self-stressed pin-jointed system without supports are employed. The unilateral properties of the stresses in cables and struts are taken into account. Evaluation of the stability for the structure is also considered. Several numerical examples are presented to demonstrate the efficiency and robustness in searching initial single integral feasible self-stress mode for tensegrity grid structures. (C) 2010 Elsevier Ltd. All rights reserved.
C1 [Tran, Hoang Chi; Lee, Jaehong] Sejong Univ, Dept Architectural Engn, Seoul 143747, South Korea.
RP Lee, J (reprint author), Sejong Univ, Dept Architectural Engn, 98 Kunja Dong, Seoul 143747, South Korea.
EM jhlee@sejong.ac.kr
RI Lee, Jaehong/G-6043-2011
FU Ministry of Education, Science and Technology [20090087819]
FX This research was supported by Basic Science Research Program through
the National Research Foundation of Korea (NRF) funded by the Ministry
of Education, Science and Technology (20090087819).
CR Barnes M, 1999, INT J SPACE STRUCT, V14, P89, DOI 10.1260/0266351991494722
Connelly R., 1995, STRUCTURAL TOPOLOGY, V21, P59
Connelly R., 1999, RIGIDITY THEORY APPL, P47
CONNELLY R, 1982, INVENT MATH, V66, P11, DOI 10.1007/BF01404753
Estrada GG, 2006, INT J SOLIDS STRUCT, V43, P6855, DOI 10.1016/j.ijsolstr.2006.02.012
Fuller R.B., 1975, SYNERGETICS EXPLORAT
Guest SD, 2006, INT J SOLIDS STRUCT, V43, P842, DOI 10.1016/j.ijsolstr.2005.03.008
Juan SH, 2008, MECH MACH THEORY, V43, P859, DOI 10.1016/j.mechmachtheory.2007.06.010
Masic M, 2005, INT J SOLIDS STRUCT, V42, P4833, DOI 10.1016/j.ijsolstr.2005.01.014
Meyer Carl D., 2000, MATRIX ANAL APPL LIN
Micheletti A, 2007, J MECH MATER STRUCT, V2, P101
Motro R., 1986, P INT S SHELL SPAT S, P270
Motro R., 2003, TENSEGRITY STRUCTURA
Murakami H, 2001, INT J SOLIDS STRUCT, V38, P3615, DOI 10.1016/S0020-7683(00)00233-X
Ohsaki M, 2006, INT J NONLINEAR MECH, V41, P1109, DOI 10.1016/j.ijnonlinmec.2006.10.009
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
PELLEGRINO S, 1993, INT J SOLIDS STRUCT, V30, P3025, DOI 10.1016/0020-7683(93)90210-X
Quirant J., 2003, J INT ASS SHELL SPAT, V44, P33
Quirynen M, 2007, INT J ORAL MAX IMPL, V22, P203
Rieffel J, 2009, COMPUT STRUCT, V87, P368, DOI 10.1016/j.compstruc.2008.11.010
Sanchez R, 2007, International Journal of Space Structures, V22, DOI 10.1260/026635107783133780
Schek H.-J., 1974, Computer Methods in Applied Mechanics and Engineering, V3, DOI 10.1016/0045-7825(74)90045-0
Schenk M, 2007, INT J SOLIDS STRUCT, V44, P6569, DOI 10.1016/j.ijsolstr.2007.02.041
Tibert G., 2003, INT J SPACE STRUCTUR, V18, P209
Tran HC, 2010, INT J SOLIDS STRUCT, V47, P1785, DOI 10.1016/j.ijsolstr.2010.03.008
Tran HC, 2010, COMPUT STRUCT, V88, P237, DOI 10.1016/j.compstruc.2009.10.006
Vassart N., 1999, INT J SPACE STRUCTUR, V14, P147, DOI 10.1260/0266351991494768
Wang B., 2004, FREE STANDING TENSIO
Yang WY, 2005, APPLIED NUMERICAL METHODS USING MATLAB (R), P1, DOI 10.1002/0471705195
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P5658, DOI 10.1016/j.ijsolstr.2005.10.011
Zhang JY, 2007, INT J SOLIDS STRUCT, V44, P3875, DOI 10.1016/j.ijsolstr.2006.10.027
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P2260, DOI 10.1016/j.ijsolstr.2005.04.044
Zhang L, 2006, J STRUCT ENG-ASCE, V132, P1435, DOI 10.1061/(ASCE)0733-9445(2006)132:9(1435)
NR 33
TC 6
Z9 6
PU PERGAMON-ELSEVIER SCIENCE LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, ENGLAND
SN 0020-7683
J9 INT J SOLIDS STRUCT
JI Int. J. Solids Struct.
PD OCT 1
PY 2010
VL 47
IS 20
BP 2660
EP 2671
DI 10.1016/j.ijsolstr.2010.05.020
PG 12
WC Mechanics
SC Mechanics
GA 642AT
UT WOS:000281175800004
ER
PT J
AU Tran, HC
Lee, J
AF Tran, Hoang Chi
Lee, Jaehong
TI Initial self-stress design of tensegrity grid structures
SO COMPUTERS & STRUCTURES
LA English
DT Article
DE Tensegrity grid structures; Singular value decomposition; Self-stress
design; Force density method
ID STATIC ANALYSIS; FRAMEWORKS; MATRIX
AB A numerical method is presented for initial self-stress design of tensegrity grid structures, which is defined as the linear combination of the coefficients of independent self-stress modes. A discussion on proper division of the number of member groups for the purpose of existence of a single integral feasible self-stress mode has been explicitly given. The unilateral properties of the stresses in cables and struts are taken into account. Evaluation of the stability for the structure is also considered. Three numerical examples are presented to demonstrate the efficiency and robustness in searching initial feasible self-stress mode for tensegrity grid structures. (C) 2010 Elsevier Ltd. All rights reserved.
C1 [Tran, Hoang Chi; Lee, Jaehong] Sejong Univ, Dept Architectural Engn, Seoul 143747, South Korea.
RP Lee, J (reprint author), Sejong Univ, Dept Architectural Engn, 98 Kunja Dong, Seoul 143747, South Korea.
EM jhlee@sejong.ac.kr
RI Lee, Jaehong/G-6043-2011
FU Ministry of Education, Science and Technology [2009-0087819]
FX This research was supported by Basic Science Research Program through
the National Research Foundation of Korea (NRF) funded by the Ministry
of Education, Science and Technology (2009-0087819). The authors also
would like to thank the anonymous reviewers for their suggestions in
improving the standard of the manuscript.
CR Barnes M, 1999, INT J SPACE STRUCT, V14, P89, DOI 10.1260/0266351991494722
Bathe K.J., 1996, FINITE ELEMENT PROCE
Connelly R., 1995, STRUCTURAL TOPOLOGY, V21, P59
Connelly R., 1999, RIGIDITY THEORY APPL, P47
CONNELLY R, 1982, INVENT MATH, V66, P11, DOI 10.1007/BF01404753
Estrada GG, 2006, INT J SOLIDS STRUCT, V43, P6855, DOI 10.1016/j.ijsolstr.2006.02.012
Fuller R.B., 1975, SYNERGETICS EXPLORAT
Guest SD, 2006, INT J SOLIDS STRUCT, V43, P842, DOI 10.1016/j.ijsolstr.2005.03.008
Juan SH, 2008, MECH MACH THEORY, V43, P859, DOI 10.1016/j.mechmachtheory.2007.06.010
Masic M, 2005, INT J SOLIDS STRUCT, V42, P4833, DOI 10.1016/j.ijsolstr.2005.01.014
Meyer Carl D., 2000, MATRIX ANAL APPL LIN
Micheletti A, 2007, J MECH MATER STRUCT, V2, P101
Motro R., 1986, P INT S SHELL SPAT S, P270
Motro R., 2003, TENSEGRITY STRUCTURA
Murakami H, 2001, INT J SOLIDS STRUCT, V38, P3615, DOI 10.1016/S0020-7683(00)00233-X
Ohsaki M, 2006, INT J NONLINEAR MECH, V41, P1109, DOI 10.1016/j.ijnonlinmec.2006.10.009
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
PELLEGRINO S, 1993, INT J SOLIDS STRUCT, V30, P3025, DOI 10.1016/0020-7683(93)90210-X
Quirant J., 2003, J INT ASS SHELL SPAT, V44, P33
Quirynen M, 2007, INT J ORAL MAX IMPL, V22, P203
Rieffel J, 2009, COMPUT STRUCT, V87, P368, DOI 10.1016/j.compstruc.2008.11.010
Sanchez R, 2007, International Journal of Space Structures, V22, DOI 10.1260/026635107783133780
Schek H.-J., 1974, Computer Methods in Applied Mechanics and Engineering, V3, DOI 10.1016/0045-7825(74)90045-0
Tibert A.G., 2003, INT J SPACE STRUCTUR, V18, P209, DOI DOI 10.1260/026635103322987940
Tran HC, 2010, COMPUT STRUCT, V88, P237, DOI 10.1016/j.compstruc.2009.10.006
Vassart N., 1999, INT J SPACE STRUCTUR, V14, P147, DOI 10.1260/0266351991494768
Wang B., 2004, FREE STANDING TENSIO
Yang WY, 2005, APPLIED NUMERICAL METHODS USING MATLAB (R), P1, DOI 10.1002/0471705195
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P5658, DOI 10.1016/j.ijsolstr.2005.10.011
Zhang L, 2006, J STRUCT ENG-ASCE, V132, P1435, DOI 10.1061/(ASCE)0733-9445(2006)132:9(1435)
NR 30
TC 5
Z9 5
PU PERGAMON-ELSEVIER SCIENCE LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, ENGLAND
SN 0045-7949
J9 COMPUT STRUCT
JI Comput. Struct.
PD MAY
PY 2010
VL 88
IS 9-10
BP 558
EP 566
DI 10.1016/j.compstruc.2010.01.011
PG 9
WC Computer Science, Interdisciplinary Applications; Engineering, Civil
SC Computer Science; Engineering
GA 597WX
UT WOS:000277794200005
ER
PT B
AU Jensen, DW
AF Jensen, D. W.
BE Binetruy, C
Boussu, F
TI Using External Robots Instead of Internal Mandrels to Produce Composite
Lattice Structures
SO RECENT ADVANCES IN TEXTILE COMPOSITES
LA English
DT Proceedings Paper
CT 10th International Conference on Textile Composites (TEXCOMP 10)
CY OCT 26-28, 2010
CL Lille, FRANCE
HO Lille Grand Palais
AB An advanced three-dimensional braiding process has been developed that uses external supports in lieu of traditional internal mandrels to continuously produce complex composite lattice structures (such as the highly efficient IsoTruss (R) structures and a variety of next-generation structural lattice configurations). The method described here, partially based on U.S. Patent #7132027, produces high quality composite grid structures without using an internal mandrel and without the need for an autoclave. The outer geometry is defined by mechanical or robotic external hooks. The inner geometry including member intersections is defined using principles of tensegrity. Individual member straightness is achieved by maintaining axial tensile forces on the tows. The individual members comprising these lattice structures are highly-consolidated due to the radial compression forces applied by individual braided sleeves surrounding each member, resulting in high fiber volume fractions and low void contents. Interweaving of the braided sleeves and/or the tows comprising the members themselves secures the connections at the intersections of different members. These structures will be continuously fabricated at the rate of approximately 1 m/min (similar to 3 ft/min). The result is a cost-effective continuous process for fabricating high quality, environmentally friendly, complex geometry, open lattice structures out of advanced composite materials.
C1 Brigham Young Univ, Provo, UT 84602 USA.
RP Jensen, DW (reprint author), Brigham Young Univ, Provo, UT 84602 USA.
CR DAWSON D, 2010, HIGH PERFORMANCE COM, P46
HANSEN SM, 2004, P DES NAT 2004 C RHO
JENSEN DW, 2010, 21 ANN INT SICOMP C
JENSEN DW, 2007, COMPOSITES MANUFACTU, P46
JENSEN MJ, 2010, INT C TEXT COMP TEXC
KESLER SL, 2007, DIG P 6 INT C COMP S
STRONG AB, 2002, COMPOSITES FABRICATI, P22
NR 7
TC 0
Z9 0
PU DESTECH PUBLICATIONS, INC
PI LANCASTER
PA 439 DUKE STREET, LANCASTER, PA 17602-4967 USA
BN 978-1-60595-026-6
PY 2010
BP 88
EP 94
PG 7
WC Materials Science, Composites; Materials Science, Textiles
SC Materials Science
GA BVT33
UT WOS:000292709400011
ER
PT J
AU Panigrahi, R
Gupta, A
Bhalla, S
AF Panigrahi, Ramakanta
Gupta, Ashok
Bhalla, Suresh
TI Dismountable steel tensegrity grids as alternate roof structures
SO STEEL AND COMPOSITE STRUCTURES
LA English
DT Article
DE tensegrity; dismountable; finite element method (FEM); strain;
monitoring
ID BEHAVIOR; SYSTEMS
AB This paper reviews the concept of tensegrity Structures and proposes anew type of dismountable steel tensegrity grids for possible deployment as light-weight roof structures. It covers the fabrication of the prototype structures followed by their instrumentation, destructive testing and numerical analysis. First, a single module, measuring 1 m x 1 m in size, is fabricated based on half-cuboctahedron configuration using galvanised iron (GI) pipes as struts and high tensile stranded cables as tensile elements. Detailed instrumentation of the structure is carried out right at the Fabrication stage. The Structure is thereafter subjected to destructive test during which the strain and the displacement responses are carefully monitored. The structure is modelled and analyzed using finite element method (FEM) and the model generated is updated with the experimental results. The investigations are then extended to a 2 x 2 grid, measuring 2 m x 2 in in size, fabricated uniquely by the cohesive integration of four single tensegrity modules. After Updating and validating on the 2 x 2 grid, the finite element model is extended to a 8 x 8 grid (consisting of 64 units and measuring 8 m x 8 m) whose behaviour is studied in detail for various load combinations expected to act on the structure. The results demonstrate that the proposed tensegrity grid structures are not only dismountable but also exhibit satisfactory behaviour from strength and serviceability point of view.
C1 [Panigrahi, Ramakanta; Gupta, Ashok; Bhalla, Suresh] Indian Inst Technol Delhi, Dept Civil Engn, Delhi, India.
RP Bhalla, S (reprint author), Indian Inst Technol Delhi, Dept Civil Engn, Delhi, India.
EM sbhalla@civil.iitd.ac.in
CR Argyris J., 1972, J STRUCT DIV ASCE, V98, P633
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Sultan C, 2003, INT J SOLIDS STRUCT, V40, P4637, DOI 10.1016/S0020-7683(03)00267-1
Tibert AG, 2002, J SPACECRAFT ROCKETS, V39, P701, DOI 10.2514/2.3867
TIBERT AG, 2003, P 44 AIAA ASME ASC A
VU KK, 2006, P 8 INT C STEEL SPAC
Vu KK, 2006, J CONSTR STEEL RES, V62, P195, DOI 10.1016/j.jcsr.2005.07.007
WANG BB, 2003, INT J SPACE STRUCT, V44, P93
You Z, 1997, AIAA J, V35, P1348, DOI 10.2514/2.243
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P5658, DOI 10.1016/j.ijsolstr.2005.10.011
[Anonymous], 1987, 875 IS BUR IND STAND
*AYSYS, 2004, ANSYS VERS 9
*IS, 1976, 1835 IS BUR IND STAN
*IS, 1977, 3459 IS BUR IND STAN
*IS, 1984, 800 IS BUR IND STAND
*IS, 1990, 1239 IS BUR IND ST 1
NR 25
TC 1
Z9 1
PU TECHNO-PRESS
PI DAEJEON
PA PO BOX 33, YUSEONG, DAEJEON 305-600, SOUTH KOREA
SN 1229-9367
J9 STEEL COMPOS STRUCT
JI Steel Compos. Struct.
PD JUN
PY 2009
VL 9
IS 3
BP 239
EP 253
PG 15
WC Construction & Building Technology; Engineering, Civil; Materials
Science, Composites
SC Construction & Building Technology; Engineering; Materials Science
GA 457OM
UT WOS:000266941400004
ER
PT J
AU Canadas, P
Maurin, B
Motro, R
AF Canadas, Patrick
Maurin, Bernard
Motro, Rene
TI Prestressed system mechanics applied to the cytoskeleton structure
SO MECANIQUE & INDUSTRIES
LA French
DT Article
CT 19th Congress of French Mechanical
CY AUG 24-28, 2009
CL Marseille, FRANCE
DE Cytoskeleton; tensegrity structures; granular media; modelling; tissue
ID CELLULAR TENSEGRITY MODEL; LIVING CELLS
AB Prestressed system mechanics applied to the cytoskeleton structure. These works show the pertinence and usefulness in modelling the cytoskeleton by mechanical prestressed systems. They are in the field of cellular and tissular biomechanics and two applications are proposed. We present first the form-finding of an isolated cell by non regular tensegrity systems, and then we propose to combine granular models and tensegrity analogy. A prospective extension to multicellular assemblies considering the concept of shared self-stresses, by the way of tensegrity grids, is subsequently presented.
C1 [Canadas, Patrick; Maurin, Bernard; Motro, Rene] Univ Montpellier 2, LMGC, CNRS, UMR 5508, F-34095 Montpellier, France.
RP Canadas, P (reprint author), Univ Montpellier 2, LMGC, CNRS, UMR 5508, Pl Eugene Bataillon,CC048, F-34095 Montpellier, France.
EM canadas@lmgc.univ-montp2.fr
CR Baudriller H, 2006, CR MECANIQUE, V334, P662, DOI 10.1016/j.crme.2006.08.004
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CANADAS P, 2006, ASME, V128, P487
CANADAS P, 2003, MED BIOL ENG COMPUT, V416, P733
Canadas P, 2002, J THEOR BIOL, V218, P155, DOI 10.1006/yjtbi.3064
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Maurin B, 2008, J BIOMECH, V41, P2036, DOI 10.1016/j.jbiomech.2008.03.011
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SANCHEZSANDOVAL L, 2007, INT J SPACE STRUCTUR, V22, P215
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Stamenovic D, 1999, J THEOR BIOL, V201, P63, DOI 10.1006/jtbi.1999.1014
Stamenovie D., 2002, AM J PHYSIOL-CELL PH, V282, P617
Sultan C, 2004, ANN BIOMED ENG, V32, P520, DOI 10.1023/B:ABME.0000019171.26711.37
Wang N, 2001, P NATL ACAD SCI USA, V98, P7765, DOI 10.1073/pnas.141199598
Wendling Sylvie, 2002, Comput Methods Biomech Biomed Engin, V5, P1, DOI 10.1080/10255840290032162
WENDLING S, 2003, COMPUT METHOD BIOMEC, V1, P1
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NR 24
TC 0
Z9 0
PU EDP SCIENCES S A
PI LES ULIS CEDEX A
PA 17, AVE DU HOGGAR, PA COURTABOEUF, BP 112, F-91944 LES ULIS CEDEX A,
FRANCE
SN 1296-2139
J9 MEC IND
JI Mec. Ind.
PD MAY-AUG
PY 2009
VL 10
IS 3-4
BP 285
EP 290
DI 10.1051/meca/2009058
PG 6
WC Engineering, Mechanical; Mechanics
SC Engineering; Mechanics
GA 491WK
UT WOS:000269612500018
ER
PT J
AU Angellier, N
Dube, JF
Quirant, J
Crosnier, B
AF Angellier, Nicolas
Dube, Jean-Francois
Quirant, Jerome
Crosnier, Bernard
TI Using of tensegrity grid deformation to identify its selfstress level
SO EUROPEAN JOURNAL OF ENVIRONMENTAL AND CIVIL ENGINEERING
LA French
DT Article
DE tensegrity; tacheometer; self-stress; field measurement; inverse
analysis
AB We study the possibility to use the measurement of the displacement fields of the nodes of a tensegrity structure under static loading to obtain a new method for the identification of its self-stress state. We try to determinate the correlation between the precision of this identification and the precision of the measure. With a tacheometer we obtain a precision of identification as good as the standard method using efforts measurements.
C1 [Angellier, Nicolas; Dube, Jean-Francois; Quirant, Jerome; Crosnier, Bernard] LMGC, UMR 5508, F-34095 Montpellier 5, France.
RP Angellier, N (reprint author), LMGC, UMR 5508, Pl E Bataillon, F-34095 Montpellier 5, France.
EM angellier@lmgc.univ-montp2.fr; dube@lmgc.univ-montp2.fr;
quirant@lmgc.univ-montp2.fr; crosnier@lmgc.univ-montp2.fr
CR ANGELLIER N, 2006, NEW OLYMPICS NEW SHE, P214
ANGELLIER N, 2007, 25 RENC GEN CIV CONC
Averseng J., 2004, J INT ASS SHELL SPAT, V45, P169
AVERSENG J, 2001, METHODOLOGIE MISE AU
AVERSENG J, 2004, THESIS U MONTPELLLIE
Averseng J., 2004, INT J STRUCT STAB DY, V4, P543, DOI 10.1142/S0219455404001379
Motro R., 2003, TENSEGRITY
MOTRO R, 2002, 1 INT C SPAC STRUCT, P57
Quirant J., 2000, THESIS U MONTPELLIER
Quirant J., 2003, J INT ASS SHELL SPAT, V44, P33
SANCHEZ LR, 2005, THESIS U MONTPELLIER
VERPEAUX P, 1998, CALCUL STRUCTURES IN
NR 12
TC 0
Z9 0
PU LAVOISIER
PI CACHAN
PA 14, RUE DE PROVIGNY, 94236 CACHAN, FRANCE
SN 1964-8189
J9 EUR J ENVIRON CIV EN
JI Eur. J. Environ. Civ. Eng.
PY 2009
VL 13
IS 10
BP 1183
EP 1202
DI 10.3166/EJECE.13.1183-1202
PG 20
WC Engineering, Civil; Engineering, Geological
SC Engineering
GA 547DJ
UT WOS:000273865500002
ER
PT B
AU Panigrahi, R
Gupta, A
Bhalla, S
AF Panigrahi, Ramakanta
Gupta, Ashok
Bhalla, Suresh
GP ASME
TI DAMAGE ASSESSMENT OF TENSEGRITY STRUCTURES USING PIEZO TRANSDUCERS
SO SMASIS 2008: PROCEEDINGS OF THE ASME CONFERENCE ON SMART MATERIALS,
ADAPTIVE STRUCTURES AND INTELLIGENT SYSTEMS - 2008, VOL 2
LA English
DT Proceedings Paper
CT Conference on Smart Materials, Adaptive Structures and Intelligent
Systems
CY OCT 28-30, 2008
CL Ellicot, MD
SP ASME, Nanotechnol Inst
ID SYSTEMS
AB This paper presents a low-cost experimental technique to carry out damage assessment of structures using dynamic strain measured by of surface-bonded piezo transducers. The technique is applied on a single module tensegrity structure, 1mx1m in size and then extended to a tensegrity grid structure, 2mx2m size, fabricated using galvanised iron (GI) pipes and mild steel cables. A single piezoelectric-ceramic (PZT) patch bonded on a strut measures the dynamic strain during an impact excitation of the structure. Damage is identified from the frequency response function (FRF) obtained after domain transformation of the PZT patch's response. For the grid structure, damage is localized using changes in the three natural frequencies observed experimentally and the corresponding mode shapes obtained numerically. The technique is found to be very expedient and at the same time cost effective, especially for preliminary damage detection in the structures.
C1 [Panigrahi, Ramakanta] Coll Engn & technol, Dept Civil Engn, Bhubaneswar 751003, Orissa, India.
RP Panigrahi, R (reprint author), Coll Engn & technol, Dept Civil Engn, Bhubaneswar 751003, Orissa, India.
CR Fuller R. B., 1962, Tensile-Integrity Structures, Patent No. [U.S. Patent No. 3,063,521, 3063521]
Hanaor A., 1993, INT J SPACE STRUCTUR, V8, P135
Kebiche K, 1999, ENG STRUCT, V21, P864, DOI 10.1016/S0141-0296(98)00014-5
Quirant J, 2003, ENG STRUCT, V25, P1121, DOI 10.1016/S0141-0296(03)00021-X
STERN IP, 1999, THESIS U FLORIDA
NR 5
TC 0
Z9 0
PU AMER SOC MECHANICAL ENGINEERS
PI NEW YORK
PA THREE PARK AVENUE, NEW YORK, NY 10016-5990 USA
BN 978-0-7918-4332-1
PY 2009
BP 21
EP 25
PG 5
P2 84
WC Automation & Control Systems; Computer Science, Artificial Intelligence;
Engineering, Mechanical; Materials Science, Multidisciplinary; Materials
Science, Biomaterials
SC Automation & Control Systems; Computer Science; Engineering; Materials
Science
GA BJE71
UT WOS:000265213800004
ER
PT J
AU Dube, JF
Angellier, N
Crosnier, B
AF Dube, Jean Francois
Angellier, Nicolas
Crosnier, Bernard
TI Comparison between experimental tests and numerical simulations carried
out on a tensegrity minigrid
SO ENGINEERING STRUCTURES
LA English
DT Article
DE tensegrity; self-stress state; vibration; measure; EF model
AB Tensegrity systems are structures in equilibrium under an initial self-stress state. This self-stress state is composed of elementary self-stress states, which constitute its basis. They have complex behaviour and the self-stress state can be modified by external loads. A continuous dialogue between numerical simulations and experimental tests made it possible to validate previous models. In this paper, we checked the validity of the indirect methods currently used to measure cable tension. Static and vibratory measurements clearly show that the bending moment of the elements influences the behaviour of the structure. In the computational analysis, it is therefore necessary to consider embedding of the elements although the structure is not entirely rigid. Moreover, structural beam finite elements are necessary for a correct calculation of bar behaviour within the structure. Our results contribute to improve the modelling of the behaviour of tensegrity grids as conceived in the Tensarch project. (c) 2007 Elsevier Ltd. All rights reserved.
C1 [Dube, Jean Francois; Angellier, Nicolas; Crosnier, Bernard] Univ Montpellier 2, Lab Mecan & Genie Civil UMR5508, F-34095 Montpellier 5, France.
RP Dube, JF (reprint author), Univ Montpellier 2, Lab Mecan & Genie Civil UMR5508, cc048,Pl E Bataillon, F-34095 Montpellier 5, France.
EM dube@lmgc.univ-montp2.fr; angellier@lmgc.univ-montp2.fr;
crosnier@lmgc.univ-montp2.fr
CR Averseng J., 2004, J INT ASS SHELL SPAT, V45, P169
Averseng J., 2004, THESIS U MONTPELLIER
AVERSENG J, 2001, METHODOLOGIE MISE AU
Averseng J., 2004, INT J STRUCT STAB DY, V4, P543, DOI 10.1142/S0219455404001379
BARCILON V, 1982, PHILOS T R SOC A, V304, P221
CROSNIER B, 2003, REV FRANCAISE GENIE, V7, P311, DOI 10.3166/rfgc.7.311-328
DUBE JF, 2004, IASS 2004 SHELL SPAT, P134
Gotlib VA, 2001, COMPUT STRUCT, V79, P1, DOI 10.1016/S0045-7949(00)00134-6
Lin JH, 2001, COMPUT STRUCT, V79, P375, DOI 10.1016/S0045-7949(00)00154-1
MOTRO R, 1983, THESIS U SCI TECHNIQ
Motro R., 2003, TENSEGRITY
MOTRO R, 2002, 1 INT C SPAC STRUCT, P57
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
Quirant J, 2003, ENG STRUCT, V25, P1121, DOI 10.1016/S0141-0296(03)00021-X
Quirant J., 2000, THESIS U MONTPELLIER
SANCHEZ LR, 2005, THESIS U MONTPELLIER
Vassart N., 1997, THESIS U MONTPELLIER
Verpeaux P., 1988, CALCUL STRUCTURES IN, P261
NR 18
TC 3
Z9 3
PU ELSEVIER SCI LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND
SN 0141-0296
J9 ENG STRUCT
JI Eng. Struct.
PD JUL
PY 2008
VL 30
IS 7
BP 1905
EP 1912
DI 10.1016/j.engstruct.2007.12.010
PG 8
WC Engineering, Civil
SC Engineering
GA 322AE
UT WOS:000257346800010
ER
PT J
AU Panigrahi, R
Gupta, A
Bhalla, S
AF Panigrahi, Ramakanta
Gupta, Ashok
Bhalla, Suresh
TI Design of tensegrity structures using artificial neural networks
SO STRUCTURAL ENGINEERING AND MECHANICS
LA English
DT Article
DE tensegrity; finite element method (FEM); strain; artificial neural
network (ANN); roof
AB This paper focuses on the application of artificial neural networks (ANN) for optimal design of tensegrity grid as light-weight roof structures. A tensegrity grid, 2 in x 2 in in size, is fabricated by integrating four single tensegrity modules based on half-cuboctahedron configuration, using galvanised iron (GI) pipes as struts and high tensile stranded cables as tensile elements. The structure is subjected to destructive load test during which continuous monitoring of the prestress levels, key deflections and strains in the struts and the cables is carried out. The monitored structure is analyzed using finite element method (FEM) and the numerical model verified and updated with the experimental observations. The paper then explores the possibility of applying ANN based on multilayered feed forward back propagation algorithm for designing the tensegrity grid structure. The network is trained using the data generated from a finite element model of the structure validated through the physical test. After training, the network output is compared with the target and reasonable agreement is found between the two. The results demonstrate the feasibility of applying the ANNs for design of the tensegrity structures.
C1 [Panigrahi, Ramakanta; Gupta, Ashok; Bhalla, Suresh] Indian Inst Technol, Dept Civil Engn, New Delhi 110016, India.
RP Bhalla, S (reprint author), Indian Inst Technol, Dept Civil Engn, New Delhi 110016, India.
EM rosy.sibun@grnail.com; ashokg@civil.iitd.ac.in; sbhalla@civil.iitd.ac.in
CR Argyris J., 1972, J STRUCT DIV ASCE, V98, P633
Cakiroglu E, 2005, STRUCT ENG MECH, V21, P205
Civalek O, 2004, STRUCT ENG MECH, V18, P303
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Fest E, 2004, J STRUCT ENG-ASCE, V130, P1454, DOI 10.1061/(ASCE)0733-9445(2004)130:10(1454)
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Hanaor A., 1993, INT J SPACE STRUCTUR, V8, P135
McCulloch Warren S., 1943, BULL MATH BIOPHYS, V5, P115, DOI 10.1007/BF02478259
Motro R., 2003, TENSEGRITY STRUCTURA
PANIGRAHI R, 2005, P 2 IND INT C ART IN
PANIGRAHI R, 2007, IN PRESS STEEL COMPO
Quirant J, 2003, ENG STRUCT, V25, P1121, DOI 10.1016/S0141-0296(03)00021-X
SHANKER R, 2005, THESIS INDIAN I TECH
Sheck H.J., 1974, COMPUTER METHODS APP, V3, P115
STERN IP, 1999, THESIS U FLORIDA
*BUR IND STAND, 1976, 1835 BUR IND STAND
*BUR IND STAND, 1977, 3459 BUR IND STAND
*BUR IND STAND, 1990, 1239 BUR IND STAND
*BUR IND STAND, 1876, 1835 BUR IND STAND
NR 19
TC 1
Z9 1
PU TECHNO-PRESS
PI DAEJEON
PA PO BOX 33, YUSEONG, DAEJEON 305-600, SOUTH KOREA
SN 1225-4568
J9 STRUCT ENG MECH
JI Struct. Eng. Mech.
PD MAY 30
PY 2008
VL 29
IS 2
BP 223
EP 235
PG 13
WC Engineering, Civil; Engineering, Mechanical
SC Engineering
GA 295PH
UT WOS:000255485900007
ER
PT J
AU Di Carlo, B
AF Di Carlo, Biagio
TI The Wooden Roofs of Leonardo and New Structural Research
SO NEXUS NETWORK JOURNAL
LA English
DT Article
DE Leonardo da Vinci; reciprocal frames; deresonated tensegrity; geodesic
domes; Buckminster Fuller; tensegrity; polyhedra
AB The two types of spatial patterns reproduced in the Codex Altanticus fol. 899v can be deciphered in light of recent studies on reciprocal and tensegrity frames. For the construction of his wooden component roofs, Leonardo utilized two main modules: a grid of square modules and a grid of a tri/hexagonal module. Leonardo's drawings offer an opportunity to attempt a synthesis between the two structural systems, demonstrating the affinity that exists between the reciprocal frames used by Leonardo and the rigid tensegrities developed by Fuller. The continual observation, study and construction of models have permitted the verification of this hypothesis.
C1 [Di Carlo, Biagio] Art Inst Pescara, Pescara, Italy.
RP Di Carlo, B (reprint author), Via Berlino 2,Villa Raspa, I-65010 Pescara, Italy.
EM mail@biagiodicarlo.com
CR CHILTON B, 1977, DOME MAGAZINE WHEAT
FULLER R, 1975, SYNERGETICS 1 2
FULLER R, 1973, DYMAXION WORLD BUCKM
Fuller R Buckminster, 1963, IDEAS INTEGRITIES
GOULD C, 1993, KAWAMATA PROJECT ROO
GUTDEUTSCH G, 1996, BUILDING WOOD
HARGITTAL I, 1995, SYMMETRY EYES CHEM
KENNER H, 1976, GEODESIC MATH
LARSEN PO, 2003, CONCEPTUAL STRUCTURA
MCHALE J, 1964, RB FULLER
PEDRETTI C, 1978, LEONARDO ARCHITETRO
PRENIS J, 1973, DOME BUILDERS HDB
Pugh A., 1976, INTRO TENSEGRITY
PUGH A, 1976, POLYHEDR VISUAL APPR
ROBBIN T, 1996, ENG NEW ARCHITECTURE
Wrench T., 2001, BUILDING LOW IMPACT
2000, BIOARCHITETTURA, V18
1970, DOMEBOOK, V2
2001, BIOARCHITETTURA, V23
2002, INT J SPACE STRUCTUR, V17
2001, ARCHITETTURA NATURAL
2000, BIOARCHITETTURA, V21
1970, DOMEBOOK, V1
NR 23
TC 1
Z9 1
PU KIM WILLIAMS BOOKS
PI TORINO
PA VIA CAVOUR 8, TORINO, I-10123, ITALY
SN 1590-5896
J9 NEXUS NETW J
JI Nexus Netw. J.
PD SPR
PY 2008
VL 10
IS 1
BP 27
EP 38
DI 10.1007/s00004-007-0054-x
PG 12
WC Architecture; History & Philosophy Of Science
SC Architecture; History & Philosophy of Science
GA 521HJ
UT WOS:000271911000004
ER
PT J
AU Robert, VP
AF Robert, Vesna Petresin
TI Perception of Order and Ambiguity in Leonardo's Design Concepts
SO NEXUS NETWORK JOURNAL
LA English
DT Article
DE Leonardo da Vinci; structural design; principles of ornamentation;
visual perception; aesthetic order; ambiguity; optical illusion;
ornament and structure; pattern; reciprocal grid; tensegrity; emergence;
Joseph Albers; MC Escher; Cecil Balmond; symmetry
AB Leonardo da Vinci used geometry to give his design concepts both structural and visual balance. The paper examines aesthetic order in Leonardo's structural design, and reflects on his belief in analogy between structure and anatomy.
Leonardo's drawings of grids and roof systems are generated from processes best known from ornamentation and can be developed into spatial structures assembled from loose elements with no need for binding elements. His architectural plans are patterns based on principles of tessellation, tiling and recursion, also characteristic of the reversible, ambiguous structures which led to Leonardo's further inventions in structural and mechanical design as well as dynamic representations of space in his painting.
In recent times, the ambiguous structures in the art of Joseph Albers, the reversible and impossible structures of M. C. Escher, the recurring patterns and spherical geometry of Buckminster Fuller and the reciprocal grids in structural design of Cecil Balmond display a similar interest. Computer models and animations have been used to simulate processes of perceiving and creating ambiguity in structures.
RP Robert, VP (reprint author), UCL, Bartlett Sch Architecture, London, England.
CR BARBARO Daniele, 1556, DIECI LIBRI ARCHITET
DAVINCI L, 1956, TREATISE PAINTING
DAVINCI L, 1907, BURLINGTON MAGAZ APR, V11
ECO U, 1967, DOT ZERO, V4
ESCHER MC, 1992, GRAPHIC WORK
FRIEDMAN B, 2001, VISMATH, V3, P1
Fuller R.B., 1975, SYNERGETICS EXPLORAT
GERM T, 1999, NIKOLAJ KUZANSKI REN
GHYKA M, 1971, PHILOS MYSTIQUE NOMB
GIBSON JJ, 1992, CENTURY PSYCHOL SCI, P224
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GOULTHORPE M, 2007, POSSIBILITY ARCHITEC
HEMPEL E, 1953, NIKOLAUS KUES SEINEN
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LINDBERG DAVID C., 1976, THEORIES VISION ALKI
Loos Adolf, 1998, ORNAMENT CRIME SELEC
Lynn G., 1998, FOLDS BODIES BLOBS C
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Richter JP, 1939, LIT WORKS LEONARDO V
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THOMPSON DW, 1993, GROWTH FORM
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Wittkower Rudolf, 1988, ARCHITECTURAL PRINCI
ZELLNER P, 1999, HYBRICL SPACE NEW FO
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NR 26
TC 0
Z9 0
PU KIM WILLIAMS BOOKS
PI TORINO
PA VIA CAVOUR 8, TORINO, I-10123, ITALY
SN 1590-5896
J9 NEXUS NETW J
JI Nexus Netw. J.
PD SPR
PY 2008
VL 10
IS 1
BP 101
EP 127
DI 10.1007/s00004-007-0058-6
PG 27
WC Architecture; History & Philosophy Of Science
SC Architecture; History & Philosophy of Science
GA 521HJ
UT WOS:000271911000008
ER
PT J
AU Alart, P
Dureisseix, D
AF Alart, Pierre
Dureisseix, David
TI A scalable multiscale LATIN method adapted to nonsmooth discrete media
SO COMPUTER METHODS IN APPLIED MECHANICS AND ENGINEERING
LA English
DT Article
DE domain decomposition; scalability; multilevel; nonsmoothness;
homogenization
ID DYNAMICS; HOMOGENIZATION; MECHANICS; STRATEGY
AB The simulation of discrete systems often leads to large scale problems, for instance if they result of a discretization technique, or a modeling at a small scale.
A multiscale analysis may involve an homogenized macroscopic problem, as well as a coarse space mechanism to accelerate convergence of the numerical scheme. A multilevel domain decomposition technique is used herein as both a numerical strategy to simulate the behaviour of a non smooth discrete media, and to provide a macroscopic numerical behaviour of the same system.
Several generic formulations for such systems are discussed in this article. A multilevel domain decomposition is tested and several choices of the embedded coarse space are discussed, in particular with respect of the emergence of weak interfaces, characteristics of the discrete media substructuration. The application problem is the quasi-static simulation of a large scale tensegrity grid. (c) 2007 Elsevier B.V. All rights reserved.
C1 [Alart, Pierre; Dureisseix, David] Univ Montpellier 2, CNRS, UMR 5508, LMGC, F-34095 Montpellier, France.
RP Dureisseix, D (reprint author), Univ Montpellier 2, CNRS, UMR 5508, LMGC, Place Eugene Bataillon, F-34095 Montpellier, France.
EM Alart@lmgc.univ-montp2.fr; Dureisseix@lmgc.univ-montp2.fr
RI Dureisseix, David/H-2197-2012
CR ALART P, 2005, PROGR NONSMOOTH MECH, V12, P195
Alart P., 2003, INT J MULTISCALE COM, V1, P419, DOI 10.1615/IntJMultCompEng.v1.i4.70
Arroyo M, 2003, MECH MATER, V35, P193, DOI 10.1016/S0167-6636(02)00270-3
Barboteu M, 2001, COMPUT METHOD APPL M, V190, P4785, DOI 10.1016/S0045-7825(00)00347-9
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FULLER R, 1979, DYMAXION WORLD BUCKI
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Ladeveze P., 1999, NONLINEAR COMPUTATIO
LANIEL R, 2006, PHYS REV LETT, V27, P289
Laniel R, 2006, LECT NOTES APPL COMP, V27, P289
Lemarchand C, 2001, J MECH PHYS SOLIDS, V49, P1969, DOI 10.1016/S0022-5096(01)00026-6
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MOREAU JJ, 1998, CISM COURSES LECT, V302, P1
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Nineb S, 2007, COMPUT STRUCT, V85, P499, DOI [10.1016/j.compstruc.2006.08.027, 10.1016/j.compstruct.2006.08.027]
NOUY A, 2002, METHODS APPL MECH, V191, P4869
Puglisi G, 2000, J MECH PHYS SOLIDS, V48, P1, DOI 10.1016/S0022-5096(99)00006-X
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Radjai F, 1998, PHYS REV LETT, V80, P61, DOI 10.1103/PhysRevLett.80.61
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Xiao SP, 2004, COMPUT METHOD APPL M, V193, P1645, DOI 10.1016/j.cma.2003.12.053
NR 32
TC 5
Z9 5
PU ELSEVIER SCIENCE SA
PI LAUSANNE
PA PO BOX 564, 1001 LAUSANNE, SWITZERLAND
SN 0045-7825
J9 COMPUT METHOD APPL M
JI Comput. Meth. Appl. Mech. Eng.
PY 2008
VL 197
IS 5
BP 319
EP 331
DI 10.1016/j.cma.2007.05.002
PG 13
WC Engineering, Multidisciplinary; Mathematics, Interdisciplinary
Applications; Mechanics
SC Engineering; Mathematics; Mechanics
GA 242YT
UT WOS:000251762800002
ER
PT S
AU Scruggs, JT
Skelton, RE
AF Scruggs, J. T.
Skelton, R. E.
GP IEEE
TI Regenerative tensegrity structures for energy harvesting applications
SO PROCEEDINGS OF THE 45TH IEEE CONFERENCE ON DECISION AND CONTROL, VOLS
1-14
SE IEEE Conference on Decision and Control
LA English
DT Proceedings Paper
CT 45th IEEE Conference on Decision and Control
CY DEC 13-15, 2006
CL San Diego, CA
SP IEEE
DE tensegrity; energy harvesting; mechatronics
ID WAVE ENERGY
AB This paper investigates the potential of controlled tensegrity structures as a means for electrically generating and storing energy injected into the structure by external disturbances. An approach is presented for the integration of linear, regenerative actuators into tensegrity structures as supplemental active bars. By operating these actuators as generators, mechanical energy absorbed from the structure during periods of external excitation is converted to electrical energy. Through proper control of the power-electronic network to which the actuators are connected, a fraction of this energy may be recovered and delivered to a storage system or an external power grid. A generalized model for a regenerative tensegrity structure with arbitrarily-many actuators is presented, which accounts for electrical dissipation in the actuators and associated electronics. Issues pertaining to actuator selection and power-electronic control are discussed. An approach is presented for the design of simple collocated linear velocity-feedback controllers for systems with one actuator, such that the rate of structural energy extraction is optimized for the steady-state closed-loop response to an external disturbance. The approach is illustrated in a simulation example for a small-scale system. Extensions are discussed in which a regenerative tensegrity structure is used to harvest energy from the motion of ocean waves.
C1 [Scruggs, J. T.] Dynam Syst Res Inc, San Diego, CA USA.
RP Scruggs, JT (reprint author), Dynam Syst Res Inc, San Diego, CA USA.
EM scruggs@caltech.com; bobskelton@ucsd.edu
CR Clement A, 2002, RENEW SUST ENERG REV, V6, P405, DOI 10.1016/S1364-0321(02)00009-6
Falnes J., 2002, OCEAN WAVES OSCILLAT
JOHANSSON TB, 2004, INT C REN EN
Leijon M, 2005, IEEE T ENERGY CONVER, V20, P219, DOI 10.1109/TEC.2004.827709
Nasar S. A., 1987, LINEAR ELECT MOTORS
Pelc R, 2002, MAR POLICY, V26, P471, DOI 10.1016/S0308-597X(02)00045-3
Polinsky M, 2001, NAT LANG LINGUIST TH, V19, P583, DOI 10.1023/A:1010757806504
SALTER SH, 1974, NATURE, V249, P720, DOI 10.1038/249720a0
SALTER SH, 2002, P I MECH ENG M, V216
SKELTON R, 2005, IUTAM C MUN JUN
THORPE TW, 1998, AEAT3615
NR 11
TC 0
Z9 0
PU IEEE
PI NEW YORK
PA 345 E 47TH ST, NEW YORK, NY 10017 USA
SN 0191-2216
BN 978-1-4244-0170-3
J9 IEEE DECIS CONTR P
PY 2006
BP 2282
EP 2287
DI 10.1109/CDC.2006.377503
PG 6
WC Automation & Control Systems; Engineering, Electrical & Electronic;
Operations Research & Management Science
SC Automation & Control Systems; Engineering; Operations Research &
Management Science
GA BHD08
UT WOS:000252251606125
ER
PT B
AU Zhang, JY
Ohsaki, M
AF Zhang, Jingyao
Ohsaki, Makoto
BE Cheng, GD
Liu, ST
Guo, X
TI Multiobjective optimization for force design of tensegrity structures
SO CJK-OSM 4: The Fourth China-Japan-Korea Joint Symposium on Optimization
of Structural and Mechanical Systems
LA English
DT Proceedings Paper
CT 4th China-Japan-Korea Joint Symposium on Optimization of Structural and
Mechanical Systems
CY NOV 06-09, 2006
CL Kunming, PEOPLES R CHINA
SP Chinese Assoc Computat Mech, Dalian Univ Technol, State Key Lab Struct Anal Ind Equipment, Nat Sci Fdn China, Japan Soc Civil Engineers, Japan Soc Aeronaut & Space Sci, Architectural Inst Japan, Japan Soc Computat Engn & Sci, Korean Soc Civil Engineers, Korea Adv Inst Sci & Technol, Hanyang Univ, Ctr Innovat Design Optimizat Technol
DE tensegrity structure; force design; optimization; stiffness
AB In this paper, we present a multiobjective optimization approach for force design of tensegrity structures, where their geometries are assumed to be determined a priori; we search for the optimal distribution of member forces that leads to the maximum stifftiess, and that is closest to the target values assigned by the designers as well. The Pareto optimal solutions of the problem are presented for a tensegrity grid as an example to demonstrate the methodology.
C1 Kyoto Univ, Dept Architecture & Architectural Engn, Kyoto 6158540, Japan.
RP Zhang, JY (reprint author), Kyoto Univ, Dept Architecture & Architectural Engn, Kyoto 6158540, Japan.
CR BROSE GJ, 1997, NUMERICAL METHOD MAT
Calladine CR, 1991, INT J SOLIDS STRUCT, V27, P505, DOI 10.1016/0020-7683(91)90137-5
Fuller R.B., 1975, SYNERGETICS EXPLORAT
Motro R., 2003, TENSEGRITY STRUCTURA
OHSAKI M, IN PRESS INT J NONLI
Schek H.-J., 1974, Computer Methods in Applied Mechanics and Engineering, V3, DOI 10.1016/0045-7825(74)90045-0
Zhang JY, 2006, INT J SOLIDS STRUCT, V43, P5658, DOI 10.1016/j.ijsolstr.2005.10.011
NR 7
TC 0
Z9 0
PU DALIAN UNIV TECHNOL PRESS
PI DALIAN
PA 2 LINGGONG RD, DALIAN 116024, PEOPLES R CHINA
PY 2006
BP 485
EP 490
PG 6
P2 112
WC Engineering, Mechanical; Mathematics, Applied
SC Engineering; Mathematics
GA BFR80
UT WOS:000244096300082
ER
PT J
AU Fu, F
AF Fu, F
TI Structural behavior and design methods of Tensegrity domes
SO JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH
LA English
DT Article
DE tensegrity; non-linear; equilibrium; static
ID SYSTEMS
AB A comprehensive study on the structural behavior and structural types of Tensegrity domes is presented. The numerical analysis method of Tensegrity structure is also discussed. The first Tensegrity dome-Georgia Dome is analyzed as a prototype through a non-linear software using the numerical method presented in the paper. Based on the analysis, the structural behavior of the Tensegrity dome is summarized and therefore, some design methods for the Tensegrity dome are proposed. Based on the above studies, several new types of Tensegrity domes with different geometric grids are proposed by the author. A comparison of the structural behavior between the Georgia Dome and the domes proposed by the author is also made. (C) 2004 Elsevier Ltd. All rights reserved.
C1 Univ Leeds, Sch Civil Engn, Leeds LS2 9JT, W Yorkshire, England.
RP Fu, F (reprint author), Univ Leeds, Sch Civil Engn, Leeds LS2 9JT, W Yorkshire, England.
EM cenffu@leeds.ac.uk
RI Fu, Feng/E-6520-2012
CR FU F, 2000, THESIS BEIJING U TEC, P5
Fuller R.B., 1975, SYNERGETICS EXPLORAT
GEIGER DH, 1986, P IASS S SHELLS MEMB, P265
HANAOR A, 1993, P 4 C SPAC STRUCT, P987
Kebiche K, 1999, ENG STRUCT, V21, P864, DOI 10.1016/S0141-0296(98)00014-5
LEVY M, 1991, CIVIL ENG ASCE, P34
LEVY M, 1989, P INT S SPORTS ARCH, P157
Motro R., 1992, INT J SPACE STRUCTUR, V7, P75
REBIELAK J, 2000, LIGHTWEIGHT STRUCTUR, P114
Sultan C, 2001, INT J SOLIDS STRUCT, V38, P5223, DOI 10.1016/S0020-7683(00)00401-7
Wang BB, 1998, J CONSTR STEEL RES, V45, P281, DOI 10.1016/S0143-974X(97)00075-8
Williamson D, 2003, INT J SOLIDS STRUCT, V40, P6347, DOI 10.1016/S0020-7683(03)00400-1
NR 12
TC 23
Z9 23
PU ELSEVIER SCI LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND
SN 0143-974X
J9 J CONSTR STEEL RES
JI J. Constr. Steel. Res.
PD JAN
PY 2005
VL 61
IS 1
BP 23
EP 35
DI 10.1016/j.jcsr.2004.06.004
PG 13
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA 876UC
UT WOS:000225522200002
ER
PT S
AU Averseng, J
Dube, JF
Crosnier, B
Motro, R
AF Averseng, Julien
Dube, Jean-Francois
Crosnier, Bernard
Motro, Rene
GP IEEE
TI Active control of a tensegrity plane grid
SO 2005 44th IEEE Conference on Decision and Control & European Control
Conference, Vols 1-8
SE IEEE CONFERENCE ON DECISION AND CONTROL - PROCEEDINGS
LA English
DT Proceedings Paper
CT 44th IEEE Conference on Decision Control/European Control Conference
(CCD-ECC)
CY DEC 12-15, 2005
CL Seville, SPAIN
SP IEEE Control Syst Soc, European Union Control Assoc, IFAC, INFORMS, SIAM, SICE, Honeywell, MathWorks
AB Tensegrity systems are selfstressed reticulate space structures. As lightweight frames, they are subject to deformation and vibration issues when faced to natural stimulations such as temperature gradients or wind. Classical passive solutions impose to rigidify components or to add damping in the structure using heavy devices. Active systems, mainly developed in space and seismic fields, are controlled using external energy brought by activators. We describe in this paper a mixed geometric and dynamic active control of tensegrity structures using a robust control design technique. An experiment is carried out on a six selfstress states plane tensegrity grid.
C1 Univ Montpellier 2, Lab Mech & Civil Engn, F-34095 Montpellier, France.
RP Averseng, J (reprint author), Univ Montpellier 2, Lab Mech & Civil Engn, F-34095 Montpellier, France.
CR Averseng J., 2004, INT J STRUCT STAB DY, V4, P543, DOI 10.1142/S0219455404001379
AVERSENG J, 2002, 5 INT C SPAC STRUCT, P31
CHAN W, 2004, SPIE 11 ANN INT C SM
Fest E, 2003, J STRUCT ENG-ASCE, V129, P515, DOI 10.1061/(ASCE)0733-9445(2003)129:4(515)
FULLER R, 1973, DYMAXION WORLD BUCKM
Motro R., 2003, TENSEGRITY
MOTRO R, 2002, 5 INT C SPAC STRUCT, P57
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
Quirant J, 2003, ENG STRUCT, V25, P1121, DOI 10.1016/S0141-0296(03)00021-X
Quirant J., 2000, THESIS U MONTPELLIER
SANCHEZ LR, 2005, THESIS U MONTPELLIER
SNELSON K, 1973, TENSEGRITY MAST
SULTAN C, 1999, THESIS PURDU U W LAF
Zhou K., 1996, ROBUST OPTIMAL CONTR
NR 14
TC 1
Z9 1
PU IEEE
PI NEW YORK
PA 345 E 47TH ST, NEW YORK, NY 10017 USA
SN 0191-2216
BN 0-7803-9567-0
J9 IEEE DECIS CONTR P
PY 2005
BP 6830
EP 6834
PG 5
WC Automation & Control Systems
SC Automation & Control Systems
GA BFB21
UT WOS:000240653706099
ER
PT J
AU Quirant, J
Kazi-Aoual, MN
Motro, R
AF Quirant, J
Kazi-Aoual, MN
Motro, R
TI Designing tensegrity systems: the case of a double layer grid
SO ENGINEERING STRUCTURES
LA English
DT Article
DE design; selfstress states; sensitivity; tensegrity systems
AB Tensegrity systems are innovative strut and cable systems used in Civil Engineering. Their lightness and the impression of transparency they convey represent new sources of inspiration for architects. Nevertheless, their conception and their design are not easy insofar as these systems are reticulate, spatial and self-stressed. In this article we set out to present the different stages of the conception and the design of tensegrity systems. The study of the selfstress, the choice of its level, the design of the elements and the study of the sensitivity to manufacturing element errors are the different subjects described. We will then present the concrete case of a double layer grid of 81 m(2) area. (C) 2003 Elsevier Science Ltd. All rights reserved.
C1 Univ Montpellier 2, Lab Mecan & Genie Civil, UMR CNRS 5508, F-34095 Montpellier 05, France.
RP Motro, R (reprint author), Univ Montpellier 2, Lab Mecan & Genie Civil, UMR CNRS 5508, CC048,Pl Eugene Bataillon, F-34095 Montpellier 05, France.
CR Calgaro JA, 1996, INTRO EUROCODES SECU
EMMERICH DG, 1988, STRUCTURES TENDUES A
FULLER R, 1973, DYMAXION WORLD BUCKM
Kebiche K., 1998, THESIS U MONTPELLIER
Kebiche K, 1999, ENG STRUCT, V21, P864, DOI 10.1016/S0141-0296(98)00014-5
METRO R, ACT SEM 4 DEC 1997 E
MOTRO R, IN PRESS TENSEGRITY
Murakami H, 2001, INT J SOLIDS STRUCT, V38, P3599, DOI 10.1016/S0020-7683(00)00232-8
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
Quirant J., 2000, THESIS U MONTPELLIER
QUIRANT J, 2000, REV FRANCAISE GENIE, V4, P439
QUIRANT J, IASS IACM 2000 4 INT, P170
Sheck H.J., 1974, COMPUTER METHODS APP, V3, P115
SNELSON K, 1973, TENSEGRITY MAST
Vassart N, 2000, INT J SOLIDS STRUCT, V37, P3807, DOI 10.1016/S0020-7683(99)00178-X
Vassart N., 1997, THESIS U MONTPELLIER
NR 16
TC 21
Z9 22
PU ELSEVIER SCI LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND
SN 0141-0296
J9 ENG STRUCT
JI Eng. Struct.
PD JUL
PY 2003
VL 25
IS 9
BP 1121
EP 1130
DI 10.1016/S0141-0296(03)00021-X
PG 10
WC Engineering, Civil
SC Engineering
GA 694UG
UT WOS:000183792500001
ER
PT S
AU Zaslavsky, R
de Oliveira, MC
Skelton, RE
AF Zaslavsky, R
de Oliveira, MC
Skelton, RE
BE Baz, AM
TI Unstable-unit tensegrity plate: modeling and design
SO SMART STRUCTURES AND MATERIALS 2003: SMART STRUCTURES AND INTEGRATED
SYSTEMS
SE PROCEEDINGS OF THE SOCIETY OF PHOTO-OPTICAL INSTRUMENTATION ENGINEERS
(SPIE)
LA English
DT Proceedings Paper
CT Smart Structures and Materials 2003 Conference
CY MAR 02-06, 2003
CL SAN DIEGO, CA
SP SPIE, ASME, SEM, Boeing Co, Rhombus Consultant Grp, CSA Engn Inc, ISIS Canada, USAF, Off Sci Res, DARPA, Ceram Soc Japan, Intelligent Mat Forum, USA Res Off, Jet Propuls Lab, USN, Off Res, Natl Sci Fdn, USN, Res Lab
DE tensegrity; prestressed structures; form finding
ID STATIC LOAD RESPONSE; GRIDS
AB A new topology for a prestressed tensegrity plate, the unstable-unit tensegrity plate (UUTP), is introduced, together with a detailed algorithm for its design. The plate is a truss made of strings (flexible elements) and bars (rigid elements), which are loaded in tension and compression, respectively, where bars do not touch each other. Given the outline dimensions of the desired plate, and the number of bars along the plate's width and length, the algorithm solves for the nodes' positions and the prestress forces that make a plate in equilibrium. This is done by solving a non-linear matrix equation via Newton's method. This equation reflects static equilibrium conditions. We've designed several such plates, proving the feasibility of the proposed topology and the effectiveness of its design algorithm. Two such plates are characterized in detail, both statically and dynamically (via simulation). The proposed algorithm may be extended to solve for other tensegrity structures having different topologies and/or different shapes. The UUTP may be used as a building block of many types of structures, both uncontrolled and controlled, either large-scale or miniature-scale.
C1 IIT, Dept Mech Engn, Haifa, Israel.
RP Zaslavsky, R (reprint author), IIT, Dept Mech Engn, Haifa, Israel.
CR HANAOR A, 1991, J STRUCT ENG-ASCE, V117, P1675, DOI 10.1061/(ASCE)0733-9445(1991)117:6(1675)
HANAOR A, 1991, J STRUCT ENG-ASCE, V117, P1660, DOI 10.1061/(ASCE)0733-9445(1991)117:6(1660)
LUENBERGER GD, 1989, LINEAR NONLINEAR PRO
PELLEGRINO S, 1986, INT J SOLIDS STRUCT, V22, P409, DOI 10.1016/0020-7683(86)90014-4
Skelton RE, 2001, J FRANKLIN I, V338, P255, DOI 10.1016/S0016-0032(00)00078-8
NR 5
TC 0
Z9 0
PU SPIE-INT SOC OPTICAL ENGINEERING
PI BELLINGHAM
PA 1000 20TH ST, PO BOX 10, BELLINGHAM, WA 98227-0010 USA
SN 0277-786X
BN 0-8194-4861-3
J9 P SOC PHOTO-OPT INS
PY 2003
VL 5056
BP 615
EP 624
DI 10.1117/12.483506
PG 10
WC Engineering, Mechanical; Materials Science, Multidisciplinary
SC Engineering; Materials Science
GA BX45J
UT WOS:000185332300062
ER
PT J
AU Bradshaw, R
Campbell, D
Gargari, M
Mirmiran, A
Tripeny, P
AF Bradshaw, R
Campbell, D
Gargari, M
Mirmiran, A
Tripeny, P
TI Special structures: Past, present, and future
SO JOURNAL OF STRUCTURAL ENGINEERING-ASCE
LA English
DT Article
DE domes, structural; fabrics; grid systems; membranes; spacing; plates;
state-of-the-art reviews
AB Special structures are landmarks and testimonials to the achievements of the structural engineering profession. They are true three-dimensional representations of our equilibrium equations and affirmations of our analytical techniques, design standards and construction practices. They include many types of structures, such as: space frames or grids; cable-and-strut and tensegrity; air-supported or air-inflated; self-erecting and deployable; cable net; tension membrane; lightweight geodesic domes; folded plates; and thin shells. This work celebrates the ASCE's sesquicentennial by providing a historical perspective on how special structures have evolved, their state-of-practice in the dawn of the 21st century, and a projection of their potential trends and evolution into the future.
C1 Richard R Bradshaw Inc, Northridge, CA 91325 USA.
Geiger Engineers, Suffern, NY 10901 USA.
Univ Cincinnati, Dept Construct Sci, Cincinnati, OH 45206 USA.
N Carolina State Univ, Dept Civil Engn, Raleigh, NC 27695 USA.
Univ Utah, Grad Sch Architecture, Salt Lake City, UT 84112 USA.
RP Bradshaw, R (reprint author), Richard R Bradshaw Inc, 17300 Ballinger, Northridge, CA 91325 USA.
CR BELES AA, 1966, SPACE STRUCTURES
Bradshaw R., 1961, Journal of theAmerican Concrete Institute, V58, P129
CHILTON J, 2000, SPACE GRID STRUCTUES
CONDIT C, 1961, AM BUILDING ART 20 C
CSONKA P, 1962, SIMPLIFIED CALCULATI, P219
CUOCO DA, 1997, GUIDELINES DESIGN DO
DONNELL LH, 1933, 479 NAT ADV COMM AER
ENGEL H, 1968, STRUCTURE SYSTEMS
Faber C, 1963, CANDELA SHELL BUILDE
GARGARI M, 1993, THESIS CONCORDIA U M
GERRITS JM, 1994, P 2 INT SEM STRUCT M, P47
GOULD PL, 1988, ANAL SHELLS PLATES
JOEDICKE J, 1963, SHELL ARCHITECTURE
Madugula M.K.S., 2002, DYNAMIC RESPONSE LAT
MAINSTONE RJ, 1975, DEV STRUCTURAL FORM
MARTIN E, 1988, MUD SHOW AM TENT CIR
SCHMIDT LC, 1982, J STRUCT DIV-ASCE, V108, P1324
SCHUELLER W, 1983, HORIZONTAL SPAN BUIL
WACHSMANN K, 1961, TURNING POINT BUILDI
1955, PROGRESSIVE ARCHITEC
NR 20
TC 7
Z9 9
PU ASCE-AMER SOC CIVIL ENGINEERS
PI RESTON
PA 1801 ALEXANDER BELL DR, RESTON, VA 20191-4400 USA
SN 0733-9445
J9 J STRUCT ENG-ASCE
JI J. Struct. Eng.-ASCE
PD JUN
PY 2002
VL 128
IS 6
BP 691
EP 709
DI 10.1061/(ASCE)0733-9445(2002)128:6(691)
PG 19
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA 554PY
UT WOS:000175745800002
ER
PT J
AU Adriaenssens, SML
Barnes, MR
AF Adriaenssens, SML
Barnes, MR
TI Tensegrity spline beam and grid shell structures
SO ENGINEERING STRUCTURES
LA English
DT Article; Proceedings Paper
CT Mouchel Centenary Conference on Innovation in Civil and Structural
Engineering
CY AUG 19-21, 1997
CL CAMBRIDGE, ENGLAND
SP Mouchel Consulting Ltd
DE tensegrity; spline; grid
AB This paper considers a class of tensegrity structures with continuous tubular compression booms forming curved splines, which may be deployed from straight by prestressing a cable bracing system. A free-form arch structure for the support of prestressed membranes is reviewed and the concepts are extended to a two-way spanning system for double layer grid shell structures. A numerical analysis based on the Dynamic Relaxation (DR) method is developed which caters specifically for the form-finding and load analysis of this type of structure; a particular feature of the analysis is that bending components are treated in a finite difference form with three degrees of freedom per node rather than six. This simplifies the treatment of sliding collar nodes which may be used along the continuous compression booms of deployable systems. (C) 2000 Elsevier Science Ltd and Civil-Comp Ltd. All rights reserved.
C1 Univ Bath, Dept Architecture & Civil Engn, Bath BA2 7AY, Avon, England.
RP Barnes, MR (reprint author), Univ Bath, Dept Architecture & Civil Engn, Claverton Down, Bath BA2 7AY, Avon, England.
CR Adriaenssens S, 1999, COMPUTING DEVELOPMENTS IN CIVIL AND STRUCTURAL ENGINEERING, P83
ADRIAENSSENS SML, 1998, RES REPORTS STUDIES
ADRIAENSSENS SML, 1998, C ENG NEW ARCH DENM, P93
ADRIAENSSENS SML, 1999, RES REPORTS STUDIES
BARNES M, 1994, STRUCT ENG REV, V6, P175
BARNES MR, 1996, CONCEPTUAL DESIGN ST, P814
BARNES MR, 1988, COMPUT STRUCT, V30, P685, DOI 10.1016/0045-7949(88)90304-5
Happold E, 1975, STRUCT ENG, V53, P99
ISHII K., 1999, MEMBRANE DESIGNS STR
OTTO F, 1974, GRID SHELLS IL10, P180
PIAN THH, 1965, INT C DYN STAB STRUC
Timoshenko S. P., 1961, THEORY ELASTIC STABI
NR 12
TC 13
Z9 13
PU ELSEVIER SCI LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND
SN 0141-0296
J9 ENG STRUCT
JI Eng. Struct.
PD JAN
PY 2001
VL 23
IS 1
BP 29
EP 36
DI 10.1016/S0141-0296(00)00019-5
PG 8
WC Engineering, Civil
SC Engineering
GA 354ER
UT WOS:000089317300005
ER
PT J
AU Wang, BB
AF Wang, BB
TI Cable-strut systems: Part I - Tensegrity
SO JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH
LA English
DT Article
ID STATIC LOAD RESPONSE; GRIDS
AB The concept of cable-strut is extended from that of tensegrity. The broad interpretation of cable-strut systems includes tensegrity systems, RP (Reciprocal Prism) and CP (Crystal-cell Pyramid) system, etc. Its narrow interpretation excludes tensegrity systems. Thus this paper is divided into two parts. Part I gives concept, properties and feasibility studies of tensegrity structures to put forward cable-strut systems. Part II presents the theory and novel concepts concerning the application of cable-strut systems, and concludes that cable-strut systems are revolutionary in space structures. In this part, the essential idea of tensegrity is analyzed and the concept of tensegrity is systematically redefined. Tensegrity grids can be classified into Two types of configurations: non-contiguous strut and contiguous strut. Their properties are presented and compared. The properties of the latter are also compared with those of RP grids. The low efficiency of tensegrity grids is analyzed. The feasibility studies, concerning applicable tensegrity forms and their application scale, are also introduced in this paper. (C) 1998 Elsevier Science Ltd. All rights reserved.
C1 Xu Zhou Tover Grp Corp, Tover Ctr Space Struct Technol Dev, Xu Zhou 221007, Peoples R China.
RP Wang, BB (reprint author), Xu Zhou Tover Grp Corp, Tover Ctr Space Struct Technol Dev, Xu Zhou 221007, Peoples R China.
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NR 18
TC 16
Z9 17
PU ELSEVIER SCI LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND
SN 0143-974X
J9 J CONSTR STEEL RES
JI J. Constr. Steel. Res.
PD MAR
PY 1998
VL 45
IS 3
BP 281
EP 289
DI 10.1016/S0143-974X(97)00075-8
PG 9
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA ZM803
UT WOS:000073577400002
ER
PT J
AU Wang, BB
AF Wang, BB
TI Cable-strut systems: Part II - Cable-strut
SO JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH
LA English
DT Article
AB In this part, the basic concept of cable-strut systems is introduced. Cable-strut systems, including reciprocal prism (RP) and cell pyramidal (CP) grids invented by the author, as successful attempts to introduce cables into simplexes to form grids, are revolutions in space structures. Their properties are presented in this paper.
Cable-strut systems possess self-stressed equilibrium, avoiding reliance on a bulky anchorage system, which is a most important advantage in construction over conventional flexible structures. It has improved greatly the structural properties of tensegrity systems, which also possess self-stressed equilibrium. Its planar form becomes the lightest self-stressed equilibrium space bar systems. The additional advantages over conventional space bar systems are that its joint design can be simplified, and its grid depth and grid length cart be adjusted easily to sustain large bar forces and to lower bar forces further. Moreover, its stiffness can be increased by introducing bars to replace connecting cables to form double-layer and triple-layer forms. Super-span domical and cylindrical forms of RP system have also proved to be feasible and economical. The advantage of cable-strut systems in architecture is that the systems are clear in sense of sight, which makes them very attractive. (C) 1998 Elsevier Science Ltd All rights reserved.
C1 Xu Zhou Tover Grp Corp, Tover Ctr Space Struct Technol Dev, Xu Zhou 221007, Peoples R China.
RP Wang, BB (reprint author), Xu Zhou Tover Grp Corp, Tover Ctr Space Struct Technol Dev, Xu Zhou 221007, Peoples R China.
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WANG BB, 1996, THESIS TIAN JIN U
WANG BB, 1996, P INT C ADV STEEL ST, P303
WANG BB, 1996, J IASS, V37, P31
WANG BB, UNPUB CABLE STRUT SY
Wang CH, 1996, EXPERT SYST APPL, V11, P351, DOI 10.1016/S0957-4174(96)00050-4
NR 6
TC 5
Z9 6
PU ELSEVIER SCI LTD
PI OXFORD
PA THE BOULEVARD, LANGFORD LANE, KIDLINGTON, OXFORD OX5 1GB, OXON, ENGLAND
SN 0143-974X
J9 J CONSTR STEEL RES
JI J. Constr. Steel. Res.
PD MAR
PY 1998
VL 45
IS 3
BP 291
EP 299
DI 10.1016/S0143-974X(97)00076-X
PG 9
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA ZM803
UT WOS:000073577400003
ER
PT J
AU Gaspar, Z
Radics, N
Recski, A
AF Gaspar, Z
Radics, N
Recski, A
TI Square grids with long "diagonals"
SO OPTIMIZATION METHODS & SOFTWARE
LA English
DT Article
DE grids; rigidity; frameworks; graphs; polyhedral methods
AB Bolker and Crape gave a graph theoretical model of square grid frameworks with diagonal rods of certain squares. Baglivo and Graver solved the problem of tensegrity frameworks where diagonal cables may be used in the square grid to make it rigid. The problem of one-story buildings in both cases can be reduced to the planar problems. These results are generalized if some longer rods, respectively some longer cables are also permitted.
C1 Tech Univ Budapest, Fac Elect Engn & Informat, Dept Comp Sci & Informat Theory, H-1521 Budapest, Hungary.
RI Gaspar, Zsolt/C-4076-2011
CR BAGLIVO JA, 1983, INCIDENCE SYMMETRY D
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NR 5
TC 2
Z9 2
PU GORDON BREACH SCI PUBL LTD
PI READING
PA C/O STBS LTD, PO BOX 90, READING RG1 8JL, BERKS, ENGLAND
SN 1055-6788
J9 OPTIM METHOD SOFTW
JI Optim. Method Softw.
PY 1998
VL 10
IS 2
BP 217
EP 231
DI 10.1080/10556789808805712
PG 15
WC Computer Science, Software Engineering; Operations Research & Management
Science; Mathematics, Applied
SC Computer Science; Operations Research & Management Science; Mathematics
GA 188WP
UT WOS:000079872500008
ER
PT J
AU Malla, RB
Serrette, RL
AF Malla, RB
Serrette, RL
TI Double-layer grids: Review of dynamic analysis methods and special
topics
SO JOURNAL OF STRUCTURAL ENGINEERING-ASCE
LA English
DT Review
ID LARGE SPACE STRUCTURES; DESIGN SENSITIVITY ANALYSIS; STATIC LOAD
RESPONSE; TRUSS STRUCTURES; PROBABILISTIC DESIGN; DAMAGE DETECTION;
OPTIMUM DESIGN; DISORDERED STRUCTURES; TENSEGRITY GRIDS; FRAME
STRUCTURES
AB This is the second part of a two-part paper on the general review of static, dynamic, and thermal analysis methods, and special topics for the design of double-layer grids (DLG). This work forms part of the anticipated report. of the ASCE Task Committee on Double Layer Grids. In this paper the current state-of-the-art information pertaining to the dynamic analysis techniques and special topics for the DLG structural system are reviewed with references to both practical and research tools for analysis. A comprehensive reference list is provided, which covers many conventional and emerging topics related to the analysis of DLGs. Topics presented include dynamic linear, nonlinear and stability analyses, dynamic loadings, progressive collapse, dynamic effects of member failure, optimization techniques, probabilistic methods, vibration control, system identification and damage detection, special application DLGs, and other newly emerging analysis methods. The first paper dealt with static and thermal analysis and member behavior. The information presented in this paper is useful to the practicing engineer and for research. Some of the information though not directly applicable in routine design, may have to be considered for special cases and as the design and construction capabilities of DLGs are enhanced.
C1 SANTA CLARA UNIV,DEPT CIVIL ENGN,SANTA CLARA,CA 95053.
RP Malla, RB (reprint author), UNIV CONNECTICUT,DEPT CIVIL & ENVIRONM ENGN,STORRS,CT 06269, USA.
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NR 222
TC 3
Z9 5
PU ASCE-AMER SOC CIVIL ENG
PI NEW YORK
PA 345 E 47TH ST, NEW YORK, NY 10017-2398
SN 0733-9445
J9 J STRUCT ENG-ASCE
JI J. Struct. Eng.-ASCE
PD AUG
PY 1996
VL 122
IS 8
BP 882
EP 892
DI 10.1061/(ASCE)0733-9445(1996)122:8(882)
PG 11
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA UX992
UT WOS:A1996UX99200007
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PT J
AU HANAOR, A
LIAO, MK
AF HANAOR, A
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TI DOUBLE-LAYER TENSEGRITY GRIDS - STATIC LOAD RESPONSE .1. ANALYTICAL
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SO JOURNAL OF STRUCTURAL ENGINEERING-ASCE
LA English
DT Article
AB Tensegrity structures are freestanding prestressed cable networks in which the cables are prestressed against a discontinuous system of bars. In double-layer tensegrity grids (DLTGs), the bars are confined between two parallel layers of cables. This paper presents the analytical part of an investigation of a type of DLTG. A first-order linear analytical model indicates that these structures possess low stiffness and low bar force efficiency. Under full prrestress, determined by the condition that no cable is slack under the applied load, the model predicts deflections of approximately 1/20 of the span, and 20% of bar load-bearing capacity is available for the applied load, the rest being required by prestress. Member forces and deflections are strongly affected by the span, structural depth and level of prestress. Enhancement techniques are discussed.
C1 RUTGERS STATE UNIV,DEPT CIVIL ENGN,PISCATAWAY,NJ 08854.
RP HANAOR, A (reprint author), TECHNION ISRAEL INST TECHNOL,NATL BLDG RES INST,IL-32000 HAIFA,ISRAEL.
CR ARGYRIS JH, 1972, J STRUCT DIV, V106, P633
HANAOR A, 1987, NONCONVENTIONAL STRU, V2, P35
HANAOR A, 1990, IN PRESS SPACE STRUC
HANAOR A, 1988, COMPUT STRUCT, V28, P757, DOI 10.1016/0045-7949(88)90416-6
HANAOR A, 1991, J STRUCT ENG-ASCE, V117, P1675, DOI 10.1061/(ASCE)0733-9445(1991)117:6(1675)
Kenner H., 1976, GEODESIC MATH USE IT
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NR 10
TC 14
Z9 14
PU ASCE-AMER SOC CIVIL ENG
PI NEW YORK
PA 345 E 47TH ST, NEW YORK, NY 10017-2398
SN 0733-9445
J9 J STRUCT ENG-ASCE
JI J. Struct. Eng.-ASCE
PD JUN
PY 1991
VL 117
IS 6
BP 1660
EP 1674
DI 10.1061/(ASCE)0733-9445(1991)117:6(1660)
PG 15
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA FN174
UT WOS:A1991FN17400006
ER
PT J
AU HANAOR, A
AF HANAOR, A
TI DOUBLE-LAYER TENSEGRITY GRIDS - STATIC LOAD RESPONSE .2.
EXPERIMENTAL-STUDY
SO JOURNAL OF STRUCTURAL ENGINEERING-ASCE
LA English
DT Article
AB Tensegrity structures are freestanding prestressed cable networks in which the cables are prestressed against a discontinuous system of bars. In double-layer tensegrity grids (DLTGs), the bars are confined between two parallel layers of cables. This is the second paper in a two-part analytical and experimental study of a type of DLTG. The first part, presenting results of a first-order linear analytical model, indicates that these structures posses low stiffness and low bar force efficiency. The experimental investigation of a small-scale model indicates that actual response is significantly nonlinear and that both stiffness and bar force efficiency are higher than indicated by the linear model. Member forces due to the applied load are generally higher than the linear model indicates. A nonlinear analytical model is generally in good agreement with the results. The concept, consisting of independent prismatic units, possesses a high degree of structural redundancy. Load-bearing capacity is practically unaffected by the loss of a member.
RP HANAOR, A (reprint author), TECHNION ISRAEL INST TECHNOL,NATL BLDG RES INST,IL-32000 HAIFA,ISRAEL.
CR ARGYRIS JH, 1972, J STRUCT DIV, V106, P633
HANAOR A, 1987, NONCONVENTIONAL STRU, V2, P35
HANAOR A, 1990, IN PRESS SPACE STRUC
HANAOR A, 1988, COMPUT STRUCT, V28, P757, DOI 10.1016/0045-7949(88)90416-6
HANAOR A, 1991, J STRUCT ENG-ASCE, V117, P1660, DOI 10.1061/(ASCE)0733-9445(1991)117:6(1660)
NR 5
TC 6
Z9 6
PU ASCE-AMER SOC CIVIL ENG
PI NEW YORK
PA 345 E 47TH ST, NEW YORK, NY 10017-2398
SN 0733-9445
J9 J STRUCT ENG-ASCE
JI J. Struct. Eng.-ASCE
PD JUN
PY 1991
VL 117
IS 6
BP 1675
EP 1684
DI 10.1061/(ASCE)0733-9445(1991)117:6(1675)
PG 10
WC Construction & Building Technology; Engineering, Civil
SC Construction & Building Technology; Engineering
GA FN174
UT WOS:A1991FN17400007
ER
EF