These citations are from the QUAKELINE* database. QUAKELINE is a registered trademark of The Research Foundation of the State University of New York. The QUAKELINE database is copyrighted by The Research Foundation of the State University of New York. All rights reserved. Use of the citations in this computersearch for purposes other than research or education is forbidden. The QUAKELINE database is developed and maintained by the Multidisciplinary Center for Earthquake Engineering Research (MCEER), SUNY at Buffalo. Begun in 1987, the database currently includes over 35,000 records. An effort is made to exclude from the QUAKELINE database those items which are

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These citations are from the QUAKELINE* database. QUAKELINE is a registered trademark of The
Research Foundation of the State University of New York. The QUAKELINE database is copyrighted by
The Research Foundation of the State University of New York. A
ll rights reserved. Use of the
citations in this computersearch for purposes other than research or education is forbidden.


The QUAKELINE database is developed and maintained by the Multidisciplinary Center for Earthquake
Engineering Resea
rch (MCEER), SUNY at Buffalo. Begun in 1987, the database currently includes over
35,000 records. An effort is made to exclude from the QUAKELINE database those items which are
indexed in the NTIS, COMPENDEX, and GeoRef databases; thus, for a comprehensi
ve listing on a topic,
these other sources should be consulted.


All items cited in the QUAKELINE database are available in the collection of the MCEER Information
Service. For information on the QUAKELINE database, or on earthquake hazard mitigation, con
tact
the MCEER Information Service at:



Email:

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Telephone

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-
3377

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-
3379


Mail:


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g Library



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_______________

* Registered in the U.S. Patent and Trademark Office

POST
-
TENSIONING IN STEEL CONNECTION
S


Computer search in the QUAKELINE® Database (10 records)


Performed by S. Salisbury


September 2002



QUAKELINE DATABASE 1987
-

JULY 2002




1 _:POST ADJ TENSION$3 93 docs

2 _:1 SAME STEEL

31 docs

3 _:2 SAME CONNECTION$1 10 docs





Document 1 of 10

AN 2001
-
0990.

AU Shen, Qiang. Kurama, Yahya C.

TI LATERAL LOAD BEHAVIOR OF UNBONDED POST
-
TENSIONED HYBRID


COUPLED WALLS.

SO Composite and Hybri
d Structures: Proceedings of the Sixth


ASCCS International Conference on Steel
-
Concrete Composite


Structures; Los Angeles, CA, March 22
-
24, 2000. Xiao, Y and


Mahin, S A, eds. ASCCS
-
6 Secretariat, Department of Civil


Engineering, Unive
rsity of Southern California, Los Angeles, CA,


2000, volume 2, pages 793
-
800.

LO SEL TA664.A83 2000 v.2.

NU ISBN: 0
-
9679749
-
0
-
9. GRANT: NSF CMS
-
98
-
10067.

NT 4 references. Graphs, diagrams. Research funded by the


National Science Foundati
on. Keynote paper. Proceedings of the


6th ASCCS International Conference on Steel Concrete Composite


Structures.

ID Unbonded walls. Hybrid walls. Coupled walls. Post


tensioned steel. Coupling beams. Lateral loads. Seismic


beha
vior. Seismic design. Nonlinear rotation. Stiffness.


Ultimate strength. Embedded beams. Beam to wall connections.


Flange plates. Cover plates. Compressive yielding. Seat angles.


Inelastic behavior. Energy dissipation. Nonlinear ana
lysis.


Static analysis. Dynamic analysis. Time history analysis.


DRAIN
-
2DX. Monotonic loading. Cyclic loads. Force ratios.


Multistory structures. Concrete walls. Analytical models.

AB This paper describes an ongoing research program

at the


University of Notre Dam on the seismic behavior and design of


unbonded post
-
tensioned hybrid coupled walls. Concrete walls are


coupled using steel beams and unbonded post
-
tensioning without


embedding the beams into the walls.
Analytical results indicate


that unbonded post
-
tensioned steel coupling beams can be designed


to soften and undergo large nonlinear rotations of up to 7.5


percent without significant permanent residual rotations upon


unloading. These b
eams have similar stiffness and ultimate


strength as embedded steel coupling beams. Nonlinear rotations in


the beams occur primarily through gap opening along the beam
-
to
-


wall connections. Flange cover plates are used to delay the


yi
elding of the beams in compression. Top and bottom seat angles


are used at the beam
-
to
-
wall connections to provide inelastic


energy dissipation. (Adapted from authors' abstract).




Document 2 of 10

AN 2001
-
0981.

AU Peng, Shih
-
Wei.

Ricles, James M. Sause, Richard. Lu, Le
-


Wu.

TI EXPERIMENTAL EVALUATION OF A POST
-
TENSIONED MOMENT


CONNECTION FOR STEEL AND COMPOSITE FRAMES IN SEISMIC ZONES.

SO Composite and Hybrid Structures: Proceedings of the Sixth


ASCCS Internat
ional Conference on Steel
-
Concrete Composite


Structures; Los Angeles, CA, March 22
-
24, 2000. Xiao, Y and


Mahin, S A, eds. ASCCS
-
6 Secretariat, Department of Civil


Engineering, University of Southern California, Los Angeles, CA,


2000,
volume 2, pages 721
-
728.

LO SEL TA664.A83 2000 v.2.

NU ISBN: 0
-
9679749
-
0
-
9. GRANT: NSF CMS 9396120. NSF CMS


9520279.

NT 2 references. Graphs, tables, diagrams. Research funded by


National Science Foundation. Keynote paper. Proceedings

of the


6th ASCCS International Conference on Steel Concrete Composite


Structures.

ID Composite frames. Steel moment resisting frames. Moment


connections. Seismic behavior. Steel beams. Wide flange (WF)


beams. Cyclic strength.
Ductility. Elastic behavior. Moment


capacity. Energy dissipation. Design models. Post tensioned


(PT) steel connections. Flexural behavior. Decompression.


Lateral load displacement. Hysteretic response. Stiffness.


Comparative st
udies. Top and seat connections. Parametric


analysis. Yielding.

AB An experimental study was conducted to investigate the


seismic behavior of an innovative moment connection for steel


moment resisting frames. The connection consists of

bolted top


and seat angles with post
-
tensioning strands. The experimental


program involved the testing of nine large
-
scale specimens. Each


specimen represented an interior connection, consisting of two


wide flange (WF) steel beams at
tached to a column. Several


parameters were investigated in the study: angle leg thickness,


angle gage length, beam flange reinforcement plates, connection


shim plates, and post
-
tensioning force. The results of the test


program demons
trate that post
-
tensioned connections possess


exceptional cyclic strength and ductility, where yielding occurs


in the angles while other structural members remain essentially


elastic. The initial elastic stiffness of the connection is


comparable to that of a conventional fully restrained connection,


with no permanent deformation occurring in the specimen following


the application of several inelastic cycles of drift. The angle


geometry is shown to influence the connectio
n moment capacity and


energy dissipation. Simple design models for estimating


connection behavior are presented and compared to the test


results. (Adapted from authors' abstract).




Document 3 of 10

AN 2001
-
0570.

AU Cheok, Ger
aldine S. Lew, H S.

TI SIMPLIFIED DESIGN PROVISIONS FOR HYBRID PRECAST CONNECTIONS.

SO Proceedings of the 29th Joint Meeting of US
-
Japan Panel on


Wind and Seismic Effects, UJNR; Tsukuba, Japan, May 13
-
16, 1997.


Okahara, Michio, ed. [Public
Works Research Institute, Tsukuba,


Japan], 1997, pages 149
-
160.

LO SEL TA654.5.U55 1997.

NU ISSN: 0386
-
5878.

NT 5 references. Graphs, diagrams. Series: Technical


Memorandum of the Public Works Research Institute number 3524.


Proceedi
ngs of the Twenty
-
ninth Joint Meeting of US
-
Japan Panel on


Wind and Seismic Effects.

ID Hybrid connections. Precast connections. Beam column


connections. Moment connections. Simplified design provisions.


Earthquake resistant design.

AB

A rational design procedure is presented to compute the


probable moment, the nominal moment, and the story drift


capacities of a hybrid precast moment
-
resisting beam
-
to
-
column


connection. The hybrid connections consist of mild steel that

is


used to dissipate energy by yielding and high strength


prestressing steel which is used to provide the shear resistance


through friction developed at the beam
-
column interface by the


post
-
tensioning force. The design procedure is b
ased on 1/3
-
scale


hybrid precast beam
-
to
-
column connections tested at the National


Institute of Standards and Technology (NIST). The simplified


procedure relies on the stress
-
strain behavior of mild steel up to


its ultimate strength an
d is based on equilibrium considerations


at the beam
-
column joint. (Authors' abstract).




Document 4 of 10

AN 2001
-
0354.

AU Garlock, M M. Ricles, J M. Sause, R. Zhao, C. Lu, L W.

TI SEISMIC BEHAVIOR OF POST
-
TENSIONED STEEL FRAMES.

SO Behaviour of Steel Structures in Seismic Areas: Proceedings


of the Third International Conference: STESSA 2000; Montreal,


Canada, August 21
-
24, 2000. Mazzolani, Federico and Tremblay,


Robert, eds. A A Balkema, Rotterdam, Netherlands,
2000, pages


593
-
599.

LO SEL TA684.S767 2000.

NU ISBN: 90
-
5809
-
130
-
9.

NT 13 references. Graphs, diagrams. Proceedings of the 3rd


International Conference: STESSA 2000.

ID Seismic behavior. Seismic performance. Post tensioned


steel

frames. Earthquake resistant design. Steel moment


resisting frames. Connections. Ductility. Multistory buildings.


Energy dissipation. Strength.

AB A post
-
tensioned connection for earthquake resistant steel


moment resisting frames (M
RFs) is introduced. The connection has


excellent ductility, limits inelastic deformations to the easily


replaceable components of the connection, requires no field


welding, and returns the structure to its pre
-
earthquake position.


The
connection includes bolted top and seat angles with post
-


tensioned high strength strands running parallel to the beam.


Analyses were performed on a six
-
story, six
-
bay post
-
tensioned


steel MRF to study its response to strong ground motions.

Results


show good energy dissipation, strength, and ductility in the post
-


tensioned system. The analyses indicate that the seismic


performance of a post
-
tensioned steel frame can exceed that of a


frame with conventional moment resist
ing connections. (Authors'


abstract).




Document 5 of 10

AN 2001
-
0309.

AU Ricles, J M. Sause, R. Garlock, M M. Peng, S W. Lu, L W.

TI EXPERIMENTAL STUDIES ON POST
-
TENSIONED SEIMSIC RESISTANT


CONNECTIONS FOR STEEL FRAMES.

SO
Behaviour of Steel Structures in Seismic Areas: Proceedings


of the Third International Conference: STESSA 2000; Montreal,


Canada, August 21
-
24, 2000. Mazzolani, Federico and Tremblay,


Robert, eds. A A Balkema, Rotterdam, Netherlands, 2000,

pages


231
-
238.

LO SEL TA684.S767 2000.

NU ISBN: 90
-
5809
-
130
-
9.

NT 7 references. Graphs, tables, diagrams. Proceedings of the


3rd International Conference: STESSA 2000.

ID Steel frames. Seismic resistant connections. Earthquake


r
esistant design. Beam to column moment connections. Parametric


studies. Angle size. Gage length. Beam flange reinforcing


plates. Post tensioning forces. Ductility. Cyclic strength.


Energy dissipation. Stiffness.

AB A series of exp
erimental tests were conducted to investigate


the behavior of an innovative post
-
tensioned (PT) top
-
and
-
seat
-


angle wide flange (WF) beam
-
to
-
column moment connection for steel


moment resisting frames subjected to seismic loading conditions.


Nine large
-
scale specimens were tested. Each specimen represented


an interior connection and consisted of two WF beams attached to a


column. The parameters investigated in the study include the


angle size, angle gage length, beam flan
ge reinforcing plates,


connection shim plates, and post
-
tensioning force. The results of


the test program demonstrate that post
-
tensioned connections


possess exceptional cyclic strength and ductility. Energy


dissipation occurs in the
angles while other structural members


remain elastic. The initial elastic stiffness is comparable to


that of a welded connection, and following severe inelastic cycles


of drift the connection has little permanent deformation. The


angl
e parameters are shown to influence the connection moment


capacity and energy dissipation. (Adapted from authors'


abstract).




Document 6 of 10

AN 2000
-
0061.

AU El
-
Sheikh, M. Sause, R. Pessiki, S. Lu, L
-
W. Kurama, Y.

TI SEISMI
C ANALYSIS, BEHAVIOR AND DESIGN OF UNBONDED POST
-


TENSIONED PRECAST CONCRETE FRAMES.

PB Department of Civil and Environmental Engineering, Lehigh


University, Bethlehem, PA, 1998.

LO SEL TA683.7.S43 1998.

NU REPORT: PRESSS
-
98
-
04. LU
-
EQ
-
97
-
0
2. GRANT: NSF BCS
-


9307880.

NT 316 pages. 71 references. Graphs, tables, diagrams.


Research funded by the National Science Foundation as part of the


Precast Seismic Structural Systems (PRESSS) research program.

ID Precast concrete fra
mes. Post
-
tensioned frames. Seismic


analysis. Unbonded post
-
tensioned connections. Beam
-
column


connections. Seismic behavior. Earthquake resistant design.


Flexural behavior. Ductile connections. Nonlinear elastic


systems. Shear

resistance. Shear behavior. Beam column


subassemblages. Moment rotation behavior. Analytical models.


Pushover analysis. Dynamic time history analysis. Nonlinear


response.

AB The report investigates the seismic behavior of unbonded



post
-
tensioned frames analytically. The behavior of these frames


is controlled by gap opening along the interface between the


beams and columns. An analytical model for unbonded post
-


tensioned beam
-
column subassamblages and frames, ba
sed on fiber


beam
-
column elements, is developed and correlated with tests


results. The report proposes a seismic design approach for


unbonded post
-
tensioned beam
-
column connections and frames.


Under a design level ground motion, the fo
llowing behavior is


expected: 1) nonlinear flexural behavior in the beam
-
column


connections; 2) cover spalling in the connections; 3) no yielding


of the post
-
tensioning steel in the beams; and 4) yielding of the


columns at the base. Un
der a survivability level ground motion,


the following behavior is expected: 1) yielding of the post
-


tensioning steel in the beams, but no fracture of the steel; 2)no


crushing of concrete in the beam
-
column connections; and 3) no


shear

slip at the beam
-
column interface. Using the proposed


design approach, four prototype frames have been designed. The


report provides an in
-
depth discussion of the seismic response of


the prototype frames, based on the results of a large n
umber of


push
-
over static analyses and nonlinear dynamic time
-
history


analyses. (Adapted from authors' abstract).




Document 7 of 10

AN 1997
-
1826.

AU Cheok, Geraldine S. Stone, William C. Lew, H S.

TI SEISMIC PERFORMANCE BEHAVIO
R OF PRECAST CONCRETE BEAM
-
COLUMN JOINTS.

SO Structural Engineering in Natural Hazards Mitigation: Proceedings of


Papers Presented at the ASCE Structures Congress '93; Irvine,


California, April 19
-
21, 1993, volume 1, pages 83
-
88.

LO SEL TA654
.6.S87 1993 v.1.

NU ISBN: 0
-
87262
-
910
-
4.

NT 4 references. Graphs, diagrams.

ID Precast concrete connections. Beam column connections. Dynamic


response. Seismic zone 2. Seismic zone 4. Cyclic inelastic loads.


Failure modes. Displaceme
nt ductility. Strength. Energy


absorption.

AB The experimental test program being conducted at the National


Institute of Standards and Technology on 1/3 scale model precast


concrete beam
-
to
-
column connections is summarized. The objectiv
e of


the test program is to develop guidelines for an economical precast


beam
-
to
-
column connection for regions of high seismicity. The test


specimens were interior connections designed using the Uniform


Building Code criteria for seism
ic zones 2 and 4 as guidelines. To


date, fifteen specimens have been tested. Variables in the study


include location of the post
-
tensioning steel, the use of


post
-
tensioning bars versus prestressing strand, fully bonded versus


partial
ly bonded strands, and the combination of low strength steel


and post
-
tensioning. Specimens were subjected to reversed cyclic


loading according to a prescribed displacement history. Comparisons


were made between the behavior of precast spe
cimens and monolithic


specimens. The comparisons were based on connection strength,


connection ductility, and energy absorption characteristics.


(Authors' abstract).




Document 8 of 10

AN 1995
-
2367.

AU Stone, William C. Cheok,

Geraldine S. Stanton, John F.

TI PERFORMANCE OF HYBRID MOMENT
-
RESISTING PRECAST BEAM
-
COLUMN CONCRETE


CONNECTIONS SUBJECTED TO CYCLIC LOADING.

SO ACI structural journal, volume 92, number 2, March
-
April 1995, pages


229
-
249.

LO SEL Per TA68
0.A25.

NU ISSN: 0889
-
3241.

NT 16 references. Diagrams, tables, graphs, photographs. Partial


funding provided by the Concrete Research and Education Foundation


of the American Concrete Institute. ACI title number 92
-
S22.

ID Beam column fr
ames. Concrete construction. Cyclic loads.


Earthquake resistant structures. Joints. Moments. Post


tensioning. Precast concrete. Hybrid connections. Seismic design


guidelines. Steel. Shear. Energy dissipation. Connection


stre
ngth. Drift capacity. Building codes. Beam column


connections. Precast connections. Uniform Building Code (UBC).


Prestressing. Precasting.

AB Test results of 10 hybrid precast concrete beam
-
to
-
column


connections are presented. These

tests constitute part of an


experimental program on one
-
third scale model precast


moment
-
resisting connections. The objective of the test program is


to develop guidelines for the design of moment
-
resisting precast


connections in regio
ns of high seismicity. The hybrid connections


consist of mild steel used to dissipate energy and post
-
tensioning


(PT) steel used to provide the required shear resistance. Variables


examined were the amount and type of mild steel (ASTM A615
). The


amount of post
-
tensioning steel was varied to control the relative


moment capacity contributed by the PT and mild steel. The specimens


were subjected to reversed cyclic loading in accordance with a


prescribed displacement histo
ry. Connection performances were


compared to previous NIST tests based on energy dissipation


capacity, connection strength, and drift capacity. (Adapted from


authors' abstract).




Document 9 of 10

AN 1995
-
1230.

AU Martinez Cru
zado, Jose A. Qaisrani, Allah N. Moehle, Jack P.

TI POST
-
TENSIONED FLAT PLATE SLAB
-
COLUMN CONNECTIONS SUBJECTED TO


EARTHQUAKE LOADING.

SO [Proceedings of the] Fifth US National Conference on Earthquake


Engineering; July 10
-
14, 1994, Chicago
, Illinois. Earthquake


Engineering Research Institute, Oakland, CA, 1994, volume II, pages


139
-
148.

LO SEL QE531.U7 1994 v.2. EERC 400/U823/1994/v.2.

NU ISBN: 0
-
943198
-
46
-
1.

NT 7 references. Graphs, tables, diagrams. Research funded by
the


National Science Foundation. 5th US National Conference on


Earthquake Engineering. 5NCEE.

ID Post tensioned slab column connections. Flat plate connections.


Seismic loads. Repaired connections. Stiffness. Strength.


Deformabi
lity. Post failure response. Failure modes. Interior


connections. Lateral load. Biaxial loads. Post tensioned flat


plates.

AB Four interior, two edge, and two corner post
-
tensioned slab
-
column


connections were tested at reduced scale u
nder simulated biaxial


earthquake loading. The connections were modeled after a prototype


slab designed for gravity load only. The tendons in the slab were


banded in one direction and uniformly distributed in the orthogonal


direction,

and mild steel was provided to satisfy the requirements


of the ACI Building Code. Both original conditions, and repaired


and retrofit conditions, were investigated. The test results


provide direct measure of the stiffness, strength, defor
mability,


and post
-
failure response of this type of construction. Efficacy of


various retrofit and repairs strategies is also identified.


(Authors' abstract).




Document 10 of 10

AN 1995
-
0191.

AU Cheok, Geraldine S. Lew, H S.

TI MODEL PRECAST CONCRETE BEAM
-
TO
-
COLUMN CONNECTIONS SUBJECT TO CYCLIC


LOADING.

SO PCI Journal, volume 38, number 4, July/August 1993, pages 80
-
92.

LO SEL Per TA680.P83.

NU ISSN: 0887
-
9672.

NT 9 references. Graphs, photographs, diagrams. J
ournal of the


Prestressed Concrete Institute.

ID Precast concrete. Model tests. Beam column connections. Cyclic


loads. Post
-
tensioning steel. Partially bonded strands. Fully


bonded strands. Prestressing strands. Strength. Ductilit
y.


Energy dissipation.

AB Experimental results of eight 1/3
-
scale model precast concrete


beam
-
to
-
column connections are presented. The test specimens


consisted of interior connections designed in accordance with the


1985 Uniform Buil
ding Code provisions for Seismic Zones 2 and 4.


These tests constitute the second and third phases of a multi
-
year


test program being conducted at the National Institute of Standards


and Technology. The objective of the test program is to d
evelop


guidelines for an economical precast beam
-
to
-
column connection for


regions of high seismicity. Variables considered in the research


program include location of the post
-
tensioning steel, the use of


post
-
tensioning bars vs prestr
essing strands and fully bonded vs


partially bonded strands. Specimens were subjected to reversed


cyclic loading according to a prescribed displacement history.


Comparisons were made between the behavior of precast concrete


specimens a
nd the monolithic specimens tested previously in Phase I.


These comparisons were based on connection strength, ductility and


energy dissipation characteristics. Comparison of results with the


monolithic test specimens indicates that the pos
t
-
tensioned precast


concrete specimens had comparable connection strengths, higher


ultimate displacement ductilities and total energy dissipation to


failure, but lower energy dissipation per cycle. (Authors'


abstract).


END OF DOCUMENT
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