A Summary of Cyclic Lateral Load Tests on Rectangular ...

A Summary of Cyclic Lateral Load Tests onRectangular Reinforced Concrete Columns

Building and Fire Research LaboratoryNational Institute of Standards and TechnologyGaithersburg, Maryland 20899

NlsrUnited States Department of CommerceTechnology AdministrationNational Institute of Standards and Technology

REPRODUCED BY: ~u.s. Department of Commerce

National Technical Infonnalion ServiceSpringfield, Virginia 22161

NISTIR 5984

A Summary of Cyclic Lateral Load Tests onRectangular Reinforced Concrete Columns

January 1997

Andrew W. Taylor, Cynthia Kuo, Kevin Wellenius, Duke Chung

Building and Fire Research LaboratoryNational Institute of Standards and TechnologyGaithersburg, Maryland 20899

u.s. Department of CommerceWilliam Daley, Secretary .Technology AdministrationMary L. Good, Under Secretary for TechnologyNational Institute of Standards and TechnologyArati A. Prabhakar, Director

'~ . ABSTRACT

J\nata are summarized from 107 laboratory tests on reinforced concrete columns with rectangularcross sections. In these tests the axial load on the column was held nearly constant while cycliclateral loads were applied to cause column defonnations in the inelastic range. The data in thisreport were obtained from test programs in the United States, Canada, New Zealand, and Japan.Synopses of each test program are presented and the geometric and material properties of eachcolumn test specimen are summarized. Plots of lateral load vs. lateral deflection are also shown foreach specimen. The lateral load-lateral deflection histories for all specimens are presented in digitalfonnat on a computer disk. Much of this data has only ,been available in analog fonnat, and ispresented for the fIrst time in digital fonnat in this report.1f'"~~ ._~~=..~_

KEYWORDS: building technology; cyclic lateral loads; digital data base; earthquake engineering;experiments; inelastic behavior; rectangular reinforcement; reinforced concrete columns

IPreceding page blank \

iii

ACKNOWLEDGMENTS

We would like to thank the many researchers who provided reports and data to be included in thissummary. In a number of cases we requested authors to retrieve data from experiments completedseveral years before, and they graciously searched their archives for the information we requested.This project was funded by the Federal Highway Administration, the National Center forEarthquake Engineering Research, and the California Department of Transportation. The authorsgratefully acknowledge this support.

iv

CONTENTS

Chapter 1: Introduction 1

Chapter 2: Descriptions of Cyclic Lateral Load Tests on Spiral Reinforced Columns 3

A. Tests Conducted in New Zealand1979 Gill 41981 Ang, Priestley and Park 61986 Soesianawati, Park and Priestley 71986 Zahn, Park and Priestley 81989 Watson and Park 91990 Tanaka and Park 101990 Park and Paulay 12

B. Tests Conducted in Japan1982 Arakawa, Arai, Egashira and Fujita 131982 Nagasaka 141984 Ohno and Nishioka 151985 Ohue, Morimoto, Fujii and Morita 161985 Zhou, Higashi, Jiang and Shimizu 171986 Irnai and Yamamoto 181987 Zhou, Satoh, Jiang, Ono and Shimizu 191987 Kanda, Shirai, Adachi and Sato 211989 Arakawa, Arai, Mizoguchi and Yoshida 231989 Muguruma, Watanabe and Komuro 241989 Ono, Shirai, Adachi and Sakamaki 261990 Sakai, Hibi, Otani and Aoyama 271991 Amitsu, Shirai, Adachi and Ono 29

C. Tests Conducted in North America1973 Wight and Sozen 301975 Atalay and Penzien 321982 Umehara and Jirsa 341985 Bett, Klingner and Jirsa 361988 Azizinarnini, Johal, Hanson, Musser and Corley 371989 Saatcioglu and Ozcebe 38

Chapter 3: Plots of Digitized Lateral Load-Lateral Deflection Data 40

Chapter 4: Digital Data Files 95

v

Chapter 1: Introduction

The purpose of this document is to summarize and make available for general use a substantialbody of experimental data from cyclic lateral load tests on rectangular reinforced concretecolumns. These data were collected, digitized and summarized as part of a larger study of theseismic performance of bridge piers l , conducted in the Building and Fire Research Laboratory ofthe National Institute of Standards and Technology. It is hoped that this data will be useful to otherresearchers, especially for the calibration of damage models.

Lateral force-lateral deflection data were obtained from 107 column tests conducted by researchersin the United States, Canada, New Zealand and Japan. While the data set is not exhaustive, itrepresents a significant portion of the available test data.

In some cases the authors were able to obtain digital lateral force-lateral deflection data directlyfrom the researchers who performed the column tests. In the majority of cases, however,

, precision photo-enlargements of lateral force-lateral deflection plots were prepared from reportfigures. These enlargements were then digitized manually using a digitizing tablet. Thus, theaccuracy of the data was limited by the accuracy of the published figures.

Not every test from every test series was reported in this summary. For some specimens analogplots were either not available or were not clear enough to be used for digitization. Only data fromspecimens with a constant axial compressive load (not a fluctuating, tensile, or zero axial load)were digitized. Furthermore, only data from specimens in which the lateral load was applied alongone of the principal axes of the cross section (not along the diagonal of the cross section or along abi-direction loading path) were digitized.

The data are reported in Chapters 2 through 4 of this report. In Chapter 2 a summary of each testprogram is given. This includes bibliographic citations, a brief description of the test program,loading conditions, scale, material properties, geometry, and so on. The names of digital filescontaining lateral force-lateral deflection data are also given. In Chapter 3 plots of lateral force vs.lateral deflection are presented for all 107 specimens. Finally;in Chapter 4, the digital test data arepresented by means of computer disks.

lStone, William C.; and Taylor, Andrew W., "Seismic Performance of Circular Bridge Columns Designed inAccordance With AASHTO/CALTRANS Standards," NIST Building Science Series 170, Structures Division,Building and Fire Research Laboratory, National Institute of Standards and Technology, Gaithersburg, Maryland,20899, February 1993.

- 1 -

Chapter 2: Description of Cyclic Lateral Load Tests on RectangularReinforced Concrete Columns

Three types of specimens were tested in the experimental programs described in this report: simplecantilever specimens (Figure 1); double-ended specimens (Figure 2); and double curvaturespecimens (Figure 3). To present the data from these three types of specimens in a uniformformat, all data is reported in terms of an equivalent simple cantilever column. Thus, for cantileverspecimens (Figure 1) the forces and deflections reported are simply the same as those reported bythe original researchers. For double ended specimens (Figure 2) the lateral forces reported are onehalf the forces applied to the central stub of the specimen, and the lateral deflections reported arethe lateral deflections of the central stub relative to the two fixed end points. For double curvaturespecimens (Figure 3) the lateral forces reported are those applied to each end beam of thespecimen, and the lateral deflections reported are one-half the relative lateral displacements of thetwo end beams. The reported length "L" of each specimen is shown in Figures 1 to 3.

All data shown in the tables of this chapter were those reported by the researchers performing theoriginal study, unless noted by an asterisk. Data noted by an asterisk were derived from datasupplied in the original report. Caution should be exercised in interpreting the values of"transverse reinforcement ratio." Some researchers computed the transverse reinforcement ratio asa volumetric ratio, while others computed it in the same manner as the shear reinforcement ratio iscomputed for a flexural member. Therefore, to insure a uniform interpretation of the term"transverse reinforcement ratio", when using the data given in this report the ratio should be recalculated for the specific purpose at hand, based on the geometric data presented in the sketch ofeach cross section.

......2H .

~Note: H is given inplots and data files,not 2H

Figure 1: Schematic of Cantilever Specimen Figure 2: Schematic of Double Ended Specimen

Note: Do is given inplots and data files,

~WA~~~" not 2Do

Figure 3: Schematic of Double Curvature Specimen

- 3 -

A: Tests Conducted in New Zealand

1979 'Gillp

.....2H

Note: "H" is givenin plots and data files,not "2H"

EEoL.OL.O

I"550mm 550 mm

oL.OL.O

• •Ulits 1 and 2 Units 3 and 4

Gill, Wayne Douglas; Park, R.; and Priestley, M.l.N., "Ductility of Rectangular 'Reinforced Concrete Columns With Axial Load," Report 79-1, Department of Civil Engineering,University of Canterbury, Christchurch, New Zealand, February 1979, 136 pages.

Also reported in Park, R., Priestley, M.l.N., and Gill, W.D., "Ductility of SquareConfined Concrete Columns," Journal of the Structural Division, ASCE, Vol. 108, No. ST4,April 1982, pp. 929.:950.

Master of Engineering Report by Gill. Four full-size column sections were subjected to astatic cyclic lateral load sequence over a range of axial compressive loads. Two different tiearrangements, both conforming to DZ3101 requirements, were used. These tests were conductedusing a double-ended specimen, a self-reacting load frame with a hydraulic ram to apply cycliclateral load, and a universal testing machine to apply constant axial load.

- 4 -

Unit In Plastic Hinge Region Outside Plastic Hinge RegionNo. No. of Bar dia. Spacing No. of Bar dia. Spacing

Hoop Sets rom (ctrs.) mm Hoop Sets rom (ctrs.) rom1 8 10 80 5 10 1352 8 12 75 3 12 2103 8 10 75 6 10 1054 10 12 72 3 12 200

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. MPa kN

pJi,a

pJi,a

1 23.1 1815 0.260 0.0179 375 0.015 2972 41.4 2680 0.214 0.0179 375 0.023 3163 21.4 2719 0.420 0.0179 375 0.020 2974 23.5 4265 0.600 0.0179 375 0.035 294

LongItudinal steel - Grade 380 defonned bars, twelve 24 rom dla. WIth 50 rom cover.Hoop steel- Grade 275 plain round bars.

Half length of specimen, L =1.2 m

Data Files: GILL79S1.WK1GILL79S2.WKIGILL79S3.WK1GILL79S4.WKl

-5-

1981 Ang, Priestley and Park

......2H


400mm

J • • • "E .. •E

~0

~ •1 ~ ~. •

Specimens 3 and 4

Ang Beng Ghee; Priestley, M.l.N.; and Park, R., "Ductility of Reinforced ConcreteBridge Piers Under Seismic Loading," Report 81-3, Department of Civil Engineering, Universityof Canterbury, Christchurch, New Zealand, February 1981, 109 pages.

Ang tested four columns designed according to the Second Draft (1980) of the ConcreteDesign Code DZ3101 for different load levels. Only two involved square (rectangular) columns.These tests were conducted using a double-ended specimen, a self-reacting load frame with ahydraulic ram to apply cyclic lateral load, and a universal testing machine to apply constant axialload.


Hoop Sets mm (ctrs.) rom Hoop Sets mm (ctrs.) mm3 5 12 100 6 10 1804 5 10 90 6 10 180


pJpa

pJi;a

3 23.6 1435 0.38 0.0151 427 0.02832 3204 25.0 840 0.21 0.0151 427 0.02218 280

LongItudinal steel- Grade 380 deformed bars, twelve 16 rom dla. WIth 34.5 mm cover.Hoop steel - Grade 275 plain round bars.

Half length of specimen, L = 1.6 m

Data Files: ANG81U3.WKIANG81U4.WKI

- 6 -

Units 1,2,3 and 4

1986 Soesianawati, Park and Priestley

p

......2H

Note: "H" is givenin plots and data files,not 12H"

I~400mm

Soesianawati, M.T.; Park, R.; and Priestley, M.J.N., "Limited Ductility Design ofReinforced Concrete Columns," Report 86-10, Department of Civil Engineering, University ofCanterbury, Christchurch, New Zealand, March 1986,208 pages.

Four columns of square cross-section were tested; the quantity of transverse confining steelused ranged from 17 to 46 percent of the NZS 3101: 1982 recommended quantity for ductiledetailing. These tests were conducted using a double-ended specimen, a self-reacting load framewith a hydraulic ram to apply cyclic lateral load, and a universal testing machine to apply constantaxial load.


Hoop Sets rom (ctrs.) mm Hoop Sets rom (ctrs.) mm1 5 7 85 6 7 1702 8 8 78 5 8 1563 7 7 91 5 7 1824 7 6 94 5 6 186


p Ji,a pJI,a

1 46.5 744 0.1 0.0151 446 0.0086 3642 44.0 2112 0.3 0.0151 446 0.0122 3603 44.0 2112 0.3 0.0151 446 0.0080 3644 40.0 1920 0.3 0.0151 446 0.0057 255

LongItudinal steel - Grade 380 defonned bars, twelve 16 rom dia. barsHoop steel- Grade 275 plain round bars. Clear cover to transverse bars =13 mm.


Data Files: SOES86U1.WK1SOES86U2.WK1SOES86U3.WK1SOES86U4.WK1

-7 -

1986 Zahn, Park and Priestley

p

400mm

.......2H


~ • ~ • "E ~ ..E

~0

~ •, III . ~ •

Ulits 7 and 8

Zahn, F.A.; Park, R.; and Priestley, M.l.N., "Design of Reinforced Concrete BridgeColumns for Strength and Ductility," Report 86-7, Department of Civil Engineering, University ofCanterbury, Christchurch, New Zealand, March 1986,330 pages.

Originally written as a PhD thesis by Zahn. Sixteen specimens were tested with variousshapes and load orientation, but only Units 7 and 8 were square with loading along a principal axisof the cross-section. These tests were conducted using a double-ended specimen, a self-reactingload frame with a hydraulic ram to apply cyclic lateral load, and a universal testing machine toapply constant axial load.

Unit In Plastic Hinge RegionNo. No. of Bar dia. Spacing

Hoop Sets mm (ctrs.) mm7 4 10 1178 7 10 92


, P Jpa P Jpa7 28.3 1010 0.23 0.0151 440 0.0156 4668 40.1 2502 0.39 0.0151 440 0.0199 466

LongItudinal steel- Grade 380 deformed bars, twelve 16 mm dla. barsHoop steel - Grade 380 plain round bars. Clear cover to transverse bars =13 mm.

Half length of specimen, L =1.6 m

Data Files: ZAHN86U7.WK.lZAHN86U8.WK.l

- 8 -

Units 1,2,3 and 4

1989 Watson and Park

p

....2H


EEoo'<t

400mm

~I

Watson, Soesianawati; and Park, R., "Design of Reinforced Concrete Frames of LimitedDuctility," Report 89-4, Department of Civil Engineering, University of Canterbury, Christchurch,New Zealand, January 1989,232 pages.

PhD thesis by Watson (nee Soesianawati). Seven specimens were tested, but only Units 5through 9 were rectangular. These tests were conducted using a double-ended specimen, a selfreacting load frame with a hydraulic ram to apply cyclic lateral load, and a universal testingmachine to apply constant axial load.


Hoop Sets rom (ctrs.) rom5 8 8 816 7 6 967 7 12 968 8 8 779 12 12 52

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. MPa leN

pJpa p* Jpa

5 41 3280 0.5 0.0151 474 0.0066 3726 40 3200 0.5 0.0151 474 0.0032 3887 42 4704 0.7 0.0151 474 0.0126 3088 39 4368 0.7 0.0151 474 0.0070 3729 40 4480 0.7 0.0151 474 0.0233 308

LongItudinal steel - Grade 380 deformed bars, twelve 16 rom dia. barsHoop steel - Grade 275 plain round bars. Clear cover to transverse bars =13 rom.*Calculated from data given in report


Data Files: WAT89U5.WKIWAT89U6.WKIWAT89U7.WKIWAT89U8.WKIWAT89U9.WKI

- 9-

1990 Tanaka and Parkp

++2H


Specimens 1 to 4 Specimens 5 to 8

400

Specimen 3(Load direction'" .. )

- mm -- 320mm -- ...

r 270mm

~I

~ ~ , •EE l1li- "':.II00v

, • ~ ..'

Specimen 2(Hooks altemate sideto side along column)

- 400mm -- 320mm -- ...

r 270mm

~I

~ ~ ~ •EE l1li- ,00v

, ~ L- •

Specimm 1

- 400mm -- 320 rrm -- .

1--270 rrm

~I

A • , •EE - -00v

, ~ .I •

- 550mm -40 mm clear -j f4-cover to ties

~ ~ • ,. •E ~ •E0LO • •LO

, • • • ~

- 550mm -40 mm clear -j f4-cover to ties

~ • "'" ,. •E , ,E0 L ~LOLO

, • V-.. ~

4 0- o mm -- 320mm -- .

r 270mm

~I

A • M •EE - "':.II00v

, t/ :J •Specimen 4

(Load direction" ..) Specimens 5 and 7 Specimens 6 and 8

- 10-

Tanaka, H.; and Park, R., "Effect of Lateral Confining Reinforcement on the Ductile·Behaviour of Reinforced Concrete Columns," Report 90-2, Department of Civil Engineering,University of Canterbury, June 1990,458 pages.

PhD thesis by Tanaka. Eight columns with square cross sections were tested. (Onespecimen with a rectangular cross section was also tested, as described in the next section).Specimens one through four were conducted using a double-ended specimen, a self-reacting loadframe with a hydraulic ram to apply cyclic lateral load, and a universal testing machine to applyconstant axial load. Specimens five through eight incorporated a true cantilever column setup.


Hoop Sets mm (ctrs.) mm1 6 12 802 6 12 803 6 12 804 6 12 805 6 12 1106 6 12 1107 7 12 908 7 12 90

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. :NlPa kN*

pJFa

prlPa

1 25.6 819 0.2 0.0157 474 0.0255 3332 25.6 819 0.2 0.0157 474 0.0255 3333 25.6 819 0.2 0.0157 474 0.0255 3334 25.6 819 0.2 0.0157 474 0.0255 3335 32.0 968 0.1 0.0125 511 0.0170 3256 32.0 968 0.1 0.0125 511 0.0170 3257 32.1 2913 0.3 0.0125 511 0.0208 3258 32.1 2913 0.3 0.0125 511 0.0208 325

Longitudmal steel- Grade 380 deformed bars, 20 mm dla. barsHoop steel - Grade 275 deformed bars. Clear cover to transverse bars =40 mm.*Calculated from data given in report

Half length of specimens 1 to 4, L = 1.6 m. Length of specimens 5 to 8, L = 1.65 m

Data Files: TANA90Ul.WK1TANA90U2.WKITANA90U3.WKITANA90U4.WKITANA90U5.WKITANA90U6.WKITANA90U7.WKITANA90U8.WKI

- 11 -

1990 Park and Paulay

400 mm-24 mm clear ---1 f4-cover toties

--II' r "~ •

~ •

.. L. •--

EEoo(0

Specimen 9

Park, R.; and Paulay, T., "Use of Interlocking Spirals for Transverse Reinforcement inBridge Columns," Strength and Ductility of Concrete Substructures of Bridges, RRU (RoadResearch Unit) Bulletin 84, Vol. 1, 1990, pp 77-92.

See also, Tanaka, H.; and Park, R., "Effect of Lateral Confining Reinforcement on theDuctile Behaviour of Reinforced Concrete Columns," Report 90-2, Department of CivilEngineering, University of Canierbury, June 1990,458 pages, described in the previous section.

One rectangular column with overlapping hoops was tested. The configuration of thespecimen was a cantilever, as illustrated above.

Unit In Plastic Hinge Region 'No. No. of Bar dia. Spacing

Hoop Sets mm (ctrs.) mm9 9 12 80

LongItudmal steel - Grade 380 deformed bars, 24 mm dIa. barsHoop steel- Grade 275 plain bars. Clear cover to transverse bars =24 nun.*Calculated from data given in report

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. MPa kN*

pJFa

prlPa

9 26.9 646 0.1 0.0188 432 0.0217 305"

Length of specimen, L =1.784 m

Data File: TANA90U9.WKI

- 12-

B. Tests Conducted in Japan

1982 Arakawa, Arai, Egashira, and Fujita

250mm

~IJ

~ •EE • •0

Ll)C\l

, II ~

Specimen 102(Lead Directioo" ..

Arakawa, Takashi; Arai, Yasuyuki; Egashira, Keiichi; and Fujita, Yutaka, "Effects of theRate of Cyclic Loading on the Load-Carrying Capacity and Inelastic Behavior of ReinforcedConcrete Columns," Transactions of the Japan Concrete Institute, Vol. 4, 1982, pp 485-492.

Ten double-curvature specimens were tested under constant axial load and cyclic lateralload. The main variable was the rate of lateral loading. A digitizable analog plot was availablefrom the authors for only one of the tests, specimen 102. This specimen was tested at a cycliclateral load rate of 0.5 Hz.

Unit Lateral ReinforcementNo. Bar dia. Spacing

rom (ctrs.) rom102 5.5 32

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. MPa kN*

pJpa

pJpa

102 20.6 429 0.33 0.0068 392.8 0.0118 323Longltudmal steel - SIX deformed bars, 10 rom dla.*Calculated from data given in report

Half height of specimen, L = 0.375 m

Data Files: AR82102.WKl

- 13 -

1982 Nagasaka

200mm

~I~

~ •EE00C\l

1 • •Specimens HPRC 1Q.63 ard1g.32

Nagasaka, Tomoya, "Effectiveness of Steel Fiber as Web Reinforcement in ReinforcedConcrete Columns," Transactions ofthe Japan Concrete Institute, Vol. 4, 1982, pp. 493-500.

Twenty-two double-curvature specimens were tested under constant axial load and cycliclateral load. The main variable was the use of conventional hoop reinforcement vs. the use of fiberreinforcement. Digitizable analog plots were available from the paper for only two of the tests thathad conventional hoop reinforcement and no fiber reinforcement: specimen HPRC 10-63 andHPRC 19-32.


mm (ctrs.) mmHPRC 10-63 6 35HPRC 19-32 6 20

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MFa kN

p ~a pJt;a

HPRC 21.6 147 0.17 0.0133 371 0.0081 34410-63HPRC 21.0 294 0.34 0.0133 371 0.0139 34419-32Longitudmal steel - four deformed bars, 13 mm dia.*Calculated from data given in report

Half height of specimen, L =0.30 m

Data Files: NAG1063.WKINAGI932.WK1

- 14-

1984 Ohno and Nishioka

EE

~

400mm

•Specimens L 1, L2, L3

(Lead Direction.... .)

Ohno, Tomonori; and Nishioka, Takashi, "An Experimental Study on Energy AbsorptionCapacity of Columns in Reinforced Concrete Structures," Proceedings of the JSCE, StructuralEngineeringlEarthquake Engineering, Vol. 1, No 2., October 1984, pp. 137-147.

Five cantilevered columns were tested under constant axial load and cyclic lateral load. Thevariables studied were the lateral load pattern and the level of axial load. Digitizable analog plotswere available for only three of the tests: specimens LI, L2 and L3. The lateral load pattern forspecimen LI was very severe, and only two complete cycles were applied.


nun (ctrs.) mmLl 9 100L2 9 100L3 9 100

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MFa kN*

p* ~a pJpa

Ll 24.8 157 0.04 0.0142 362 0.0032 325L2 24.8 157 0.04 0.0142 362 0.0032 325L3 24.8 157 0.04 0.0142 362 0.0032 325LongItudinal steel - eIght deformed bars, 19 mm dla.*Calculated from data given in report

Height of specimen, L = 1.6 m

Data Files: OHN084Ll.WK1OHN084L2.WKIOHN084L3.WKI

- 15 -

1985 Ohue, Morimoto, Fujii and Morita

200mm

Specimen 4D13RS(Load Direction" ~)

(Hoop comer detail unkown,135 degree hooks assumed)

200mm

Specimen 2D16RS(Hoop corner detail unkown,135 degree hooks assumed)

J~ •

EE00C\I

, .. •

p

Ohue, Minoru; Morimoto, Hisao, Fujii, Shigeru; and Morita, Shiro, "The Behavior ofR.c. Shott Columns Failing in Splitting Bond-Shear Under Dynamic Lateral Loading,"Transactions of the Japan Concrete Institute, Vol. 7, 1985, pp. 293-300.

Eleven double curvature columns were tested under constant axial load and cyclic lateralload. The main variable studied was the rate of lateral loading. Digitizable analog plots wereavailable for only two of the tests in which quasi-static lateral load was applied: specimens2D16RS and 4D13RS.

Unit Lateral ReinforcementNo. . Bar dia. Spacing

mrn (ctrs.) mm2D16RS 6 504D13RS 6 50

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. MPa kN

p* Jpa pJi;a

2D16RS 32.0 183 0.14 0.0201 369 0.0057 3164D13RS 29.9 183 0.15 0.0265 370 0.0057 316

LongItudinal steel- defonned bars, 16 mm dla for 2D16RS and 13 mm dla. for 4D13RSLateral reinforcement is plain bars (not defonned)*Calculated from data given in report

Half height of specimen, L =0.40 m

Data Files: OH2D16RS,WK1OH4DI3RS.WK1

- 16-

1985 Zhou, Higashi, Jiang, and Shimizu

80mm

~

~ •

~0CXl

, .. •

p

Specimens 006, 1007, end 13:>9(Hoop comer detailmkown,1:E IEgree h:> oks assum e:::l )

Zhou, Xiaozhen; Higashi, Yoichi; Jiang, Weishan; and Shimizu, Yasushi, "Behavior ofReinforced Concrete Column Under High Axial Load," Transactions of the Japan ConcreteInstitute, Vol. 7, 1985, pp. 385-392.

Seventeen one-fifth scale, double curvature column specimens were tested. This studyfocuses on short columns with high axial loads. Only three digitizable analog plots were availablefrom the paper: specimens 806, 1007, and 1309


nun (ctrs.) mm806 4 801007 4 801309 4 80

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MPa kN*

p* ~a p* Jpa806 32.3 124 0.6 0.0177 336 0.0052 3411007 34.0 152 0.7 0.0177 336 0.0052 3411309 32.8 189 0.9 0.0177 336 0.0052 341Longitudmal steel - four deformed bars, 6 mm dlaLateral reinforcement is plain bars (not deformed)*Calculated from data given in report


Data Files: ZH0806.WK1ZH01007.WK1ZH01309.WK1

- 17-

1986 Imai and Yamamoto

500 rrm

J~ • • ~

• •EE • •0

0v • •1 Itt • • •

(Load Direction'" ..)

(Ho 0 p oorroe r det ai I III kow n135 dgree hooks assumed)

Irnai, Hiroshi; and Yamamoto, Yoshie, "A Study on Causes of Earthquake Damage ofIzumi High School Due to Miyagi-Ken-Oki Earthquake in 1978," Transactions of the JapanConcrete Institute, Vol. 8, 1986, pp. 405-418.

One full-size double curvature specimen was tested. The specimen simulated columns in ahigh school building damaged during the 1978 Miyagi-ken-oki earthquake


mm (ctrs.) mrn1 9 100

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MPa kN*

p* Ji,a p** JI,a1 27.1 392 0.072 0.0209 318 0.0036 336

LongItudmal steel- 14 deformed bars, 22 mrn dla*Calculated from data given in report**Approximate value estimated from data given in report


Data Files: IMAI86.WKI

- 18 -

1987 Zhou, Satoh, Jiang, Ono and Shimizu \

Specimens104-08, 204-08

and 302-07

~ • • •

E

•E •0co....

, t/ • •

~I135mm

160mm

Double spiral hoopsSpecimens

124-08, 223-09 and322-07

01135mm

160mm

Spiral hoopsSpecimens

114-08,214-08and 312-07

I~~ ~ • •

E •E •0co....

1 • • •

01135mm

160mm

Zhou, Xiaoshen; Satoh, Toshio; Jiang, Weishan; Ono, Arata; and Shimizo, Yasushi,"Behavior of Reinforced Concrete Short Column Under High Axial Load," Transactions of theJapan Concrete Institute, Vol. 9, 1987, pp. 541-548.

Thirty-five double curvature column specimens, at approximately 2/5 scale, were testedunder constant axial load and cyclic lateral load. The main objective of the test series was toinvestigate the seismic performance of columns under high compressive stress. Digitizable analogplots from only nine specimens were available in the paper.

- 19 -


mm (ctrs.) nun104-08 5 40114-08 5 40124-08 5 40204-08 5 40214-08 5 40223-09 5 40302-07 5 40312-07 5 40322-07 5 40

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MFa kN*

p* Jpa p* Jpa104-08 19.8 406 0.8 2.45 341 0.0073 559114-08 19.8 406 0.8 2.45 341 0.0073 559124-08 19.8 406 0.8 2.45 341 0.0175 559204-08 21.1 432 0.8 2.45 341 0.0073 559214-08 21.1 432 0.8 2.45 341 0.0073 559223-09 21.1 486 0.9 2.45 341 0.0175 559302-07 28.8 517 0.7 2.45 341 0.0073 559312-07 28.8 517 0.7 2.45 341 0.0073 559322-07 28.8 517 0.7 2.45 341 0.0175 559

LongItudinal steel - eIght bars, 10 mm dia*Calculated from data given in report

Half height of specimens: 104-08, 114-08 and 124-08, L =0.16 m204-08, 214-08 and 223-09, L = 0.32 m302-07,312-07 and 322-07, L =0.48 m

Data Files: ZHO10408.WKIZHOI1408.WKIZHOI2408.WKIZH020408.WKIZH021408.WKIZH022309.WKIZH030207.WKIZH031207.WKIZH032207.WKI

- 20-

11180mm

250mm

I~~

j,. • •

... ~E ~ l.Dcd Dire d io n ,E •0

It)N

, , !tJ • 'I!

ooC")

p

1987 Kanda, Shirai, Adachi and Sato

All Specimens(Hoop daailll1clear. Corner

hooks assumed)

Kanda, Makoto; Shirai, Nobuaki; Adachi, Hiromi; and Sato, Toshio, "Analytical Study onElasto-Plastic Hysteretic Behaviors of Reinforced Concrete Members," Transactions of the JapanConcrete Institute, Vol. 10, 1988, pp. 257-264. (Specimens 85STC-3 and 85PDC-3.only)

Six double curvature specimens were tested. In three of the tests ("STC" series) pseudostatic cyclic loads were applied in the form of a sawtooth wave with gradually increasingamplitude. In the remaining three tests ("PDC" series) a pseudo-dynamic testing procedure wasfollowed, to simulate earthquake loading of the columns. The three specimens in each series haddifferent details for anchorage of the longitudinal bars. The influence of the anchorage detail is notdiscussed in the paper by Kanda et al. because the paper mainly focuses on finite element modelingmethods. Digital files of load-deflection data for all six tests were obtained directly from theresearchers who performed the tests.


mm (ctrs.) mm85STC-1 6 5085STC-2 6 5085STC-3 6 5085PDC-l 6 5085PDC-2 6 5085PDC-3 6 50

- 21 -

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. MPa kN*

p* ~a p* Jpa85STC-1 27.9 183.9** 0.088 0.0142 374 0.0038 50685STC-2 27.9 183.9** 0.088 0.0142 374 0.0038 50685STC-3 27.9 183.9 0.088 0.0142 374 0.0038 50685PDC-1 24.8 183.9** 0.099 0.0142 338 0.0038 35285PDC-2 27.9 183.9** 0.088 0.0142 374 0.0038 50685PDC-3 27.9 183.9 0.088 0.0142 374 0.0038 506

LongItudmal steel - eIght deformed bars, 13 mm dIameterLateral reinforcement - plain bars, 6 mm dia., except deformed bars 6 mm dia for 85PDC-1*Calculated from data given in report**Assumed value, inferred from report

Half height of specimens: L=750 mm

Data Files: KANSTCl.WK1KANSTC2.WK1KANSTC3.WK1KANPDC1.WK1KANPDC2.WK1KANPDC3.WK1

- 22-

j~ • •

EE ~ •0CD....

, ~ • •

1989 Arakawa, Arai, Mizoguchi and Yoshida

I~180mm

160 mn 11

Unit Lateral ReinforcementNo. Bar dia.. Spacing

rom (ctrs.) nunOA2 4 64.3OAS 4 64.3

Spe ci mens OA2. ard 0 A5

Arakawa, Takashi; Arai, Yasuyuki; Mizoguchi, Mitsuo; and Yoshida, Minoru, "ShearResisting Behavior of Short Reinforced Concrete Columns Under Biaxial Bending-Shear,"Transactions of the Japan Concrete Institute, Vol. 11, 1989, pp. 317-324.

Fourteen double-curvature specimens were tested. The main variables studied were thedirection of loading (0, 22.5, or 45 degrees, with respect to the principal axes of the cross section),and the level of axial compression or tension. Two plots were digitized from tests in which thelateral loads were applied at 0 degrees to the principal axes, and axial compression load wasapplied.

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :rv1Pa kN*

p* Jpa p*rlPa

OA2 31.8 190 0.185 0.0313 340 0.0024 249OAS 33.0 476 0.445 0.0313 340 0.0024 249Longltudmal steel - eIght defonned bars, 13 mm dla*Calculated from data given in report


Data Files: ARA890A2.WK1ARA890A5.WK1

- 23 -

1989 Muguruma, Watanabe and Komuro

All Spe ci mens(Hoops and ties are

wei d9 d cia sed)

~ ~ • ,. •E II' ,.E00 • •C\l

1 ... • • •

200mm

I~


......2H

p

Muguruma, Hiroshi; Watanabe, Fumio; and Komuro, Tsutomu, "Applicability of HighStrength Concrete to Reinforced Concrete Ductile Column," Transactions of the Japan ConcreteInstitute, Vol. 11, 1989, pp. 309-316.

Eight columns were tested. The tests focused on high-strength concrete in combinationwith high-strength lateral reinforcement. The main variable studied were the compressive strengthof the concrete, the axial load level, and the yield strength of the confining reinforcement. Doubleended specimens were tested. A self-reacting load frame with hydraulic ram to apply cyclic lateralload and a universal testing machine to apply constant axial load were used. Digital load-deflectiondata were obtained directly from the researchers who perfonned the study.


rnm (ctrs.) mmAL-1 6 35AH-1 6 35AL-2 6 35AH-2 6 35BL-1 6 35BH-1 6 35BL-2 6 35BH-2 6 35

- 24-

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. l\1Pa kN*

pJFa

p ~aAL-1 85.7 1371 0.400 0.0381 399.6 0.0161 328.4AH-1 85.7 1371 0.400 0.0381 399.6 0.0161 792.3AL-2 85.7 2156 0.629 0.0381 399.6 0.0161 328.4AH-2 85.7 2156 0.629 0.0381 399.6 0.0161 792.3BL-1 115.8 1176 0.254 0.0381 399.6 0.0161 328.4BH-l 115.8 1176 0.254 0.0381 399.6 0.0161 792.3BL-2 115.8 1959 0.423 0.0381 399.6 0.0161 328.4BH-2 115.8 1959 0.423 0.0381 399.6 0.0161 792.3

Longitudinal steel - twelve deformed bars, 13 mrn diameterLateral reinforcement - plain bars, 6 mm in diameterClear cover to lateral reinforcement =9 mm*Calculated from data given in report


Data Files: MUG89AL1.WK1MUG89AH1.WK1MUG89AL2.WK1MUG89AH2.WK1MUG89BL1.WK1MUG89BH1.WK1MUG89BL2.WK1MUG89BH2.WK1

- 25-

1989 Ono, Shirai, Adachi and Sakamaki

o~...

200mm

~~ I-" ..

"E ~ ..E

~00 •C\J

, ill ~. •~

Specimens CA025C and CA060C

p

Ono, Arata; Shirai, Nobuaki; Adachi, Hiromi; and Sakamaki, Yoshio, "Elasto-PlasticBehavior of Reinforced Concrete Column With Fluctuating Axial Force," Transactions of theJapan Concrete Institute, Vol. 11, 1989, pp. 239-246.

Four double curvature specimens were tested. The main variable studied in this series wasthe axial load level. One specimen was tested with fluctuating axial load; one was tested with axialtension; and two were tested with constant axial compression. Only results from the two tests withconstant axial compression are reported here.


mrn (ctrs.) mmCA025C 6 70CA060C 6 70

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. MPa leN

P* rJFa P JpaCA025C 25.8' 265 0.25 0.0236 361 0.0091 426CA060C 25.8 636 0.60 0.0236 361 0.0091 426

LongItudinal steel - twelve deformed bars, 10 mm dla*Calculated from data given in report


Data Files: ON002SC.WKION0060C.WKI

- 26-

1990 Sakai, Hibi, Otani and Aoyama

250mm250mm250mm,...J • I-" • •

E • •E0\l) • •C\l

, ill • I •

~~ • • • •E I •E0\l) • •C\l

, ill • • •

j~~ •

EE0\l)C\l

, .. •Specimens 1,2,3, and 4

(Hoops are welded)

Specimens 5 and 6

(Hoop s are welded)

Specimen 7

(Hoops are welded)

Sakai, Yuuki; Hibi, Junichi; Otani, Shunsuke; and Aoyama, Hiroyuki, "ExperimentalStudy on Flexural Behavior of Reinforced Concrete Columns Using High-Strength Concrete,"Transactions of the Japan Concrete Institute, Vol. 12, 1990, pp. 323-330.

The main purpose of this study was to investigate the behavior of columns made ofhigh strength concrete. Eight double curvature specimens were tested. Digital data files wereobtained directly from the authors. The axial load applied to Specimen B8 was not constant, soresults from B8 are not presented here.


rnm (ctrs.) mmB1 5 60B2 5 40B3 5.5 60B4 5 60B5 5 30B6 7 60B7 5 30

- 27-


P* JI,a P ~aB1 99.5 2176 0.35 0.0255 379 0.0050 774B2 99.5 2176 0.~5 0.0255 379 0.0075 774B3 99.5 2176 0.35 0.0255 379 0.0061 344B4 99.5 2176 0.35 0.0255 379 0.0050 1126B5 99.5 2176 0.35 0.0255 379 0.0050 774B6 99.5 2176 0.35 0.0255 379 0.0050 857B7 99.5 2176 0.35 0.0181 339 0.0050 774LongItudinal steel- SpeCImens B1 to B6, twelve 13 mm diameter defonned bars

Specimen B7, four 19 mm diameter defonned bars*Calculated from data given in report

Half height of specimens: L =500 mm

Data Files: SAK90B1.WK1SAK90B2.WK1SAK90B3.WK 1SAK90B4.WK1SAK90B5.WK1SAK90B6.WK1SAK90B7.WK1

- 28-

1991 Amitsu, Shirai, Adachi and Ono

Specimen CBOOOC ,~r

I 278mm I

EEco~

Amitsu, Shigeyuki; Shirai, Nobuaki; Adachi, Hirorni; and Ono, Arata, "Defonnation ofReinforced Concrete Column with High or Fluctuating Axial Force," Transactions of the JapanConcrete Institute, Vol. 13, 1991, pp. 355-362.

Three double curvature specimens were tested at 1/3.25 scale. Only one specimen wastested with a constant axial force. As shown in the sketch above, the configuration of thelongitudinal reinforcement was unusual.


mm (ctrs.) mmCB060C 6 52

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. :MFa kN

P* JFa P. fMPa

CB060C 46.3 2632 0.74 0.0412 441 0.0089 414Longitudmal steel - twenty-four defonned bars, 13 mm dla*Calculated from data given in report

Half height of specimen: L=323 mm

Data File: AMCB060C.WK1

- 29-

C. Tests Conducted in North America

1973 Wight and Sozen152mm

h

~ •~

~C')0C\I

,r• •,r

EELOg

++2H


p

(hoops are welded)

Wight, 1.K.; and Sozen, M.A., "Shear Strength Decay in Reinforced Concrete ColumnsSubjected to Large Deflection Reversals," Structural Research Series No. 403, Civil EngineeringStudies, University of Illinois, Urbana-Champaign, TIL, Aug. 1973, 290 pages.

The main variables studied in this series were the axial load level, the transversereinforcement content, and the displacement ductility demand. Twelve double-ended specimenswere tested, but axial load was applied to only seven of the specimens. The central stub of eachcolumn was clamped so that it was immobile. Axial loads were applied by a self-reacting systemof high strength steel rods and hydraulic ram. Lateral loads were applied by actuators at each endof the specimen; bending was about the strong axis of the cross section. Data was given for eachend of the specimen, so in this report 14 load-displacement plots are presented: two plots for eachaxially loaded specimen.


mm (ctrs.) mm40.033a 6.3 12740.048 6.3 8940.033 6.3 12725.033 6.3 12740.067 6.3 6440.147 9.5 6440.092 9.5 102

- 30-

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MFa kN

P* Ji,a P Jpa40.033a 34.7 189 0.12 0.0061 496 0.0033 34540.048 26.1 178 0.15 0.0061 496 0.0048 34540.033 33.6 178 0.11 0.0061 496 0.0033 34525.033 33.6 111 0.07 0.0061 496 0.0033 34540.067 33.4 178 0.11 0.0061 496 0.0067 34540.147 33.5 178 0.11 0.0061 496 0.0147 31740.092 35.5 178 0.11 0.0061 496 0.0092 317

Longitudmal steel - 4 deformed bars, 19 rom diaLateral reinforcement: 6.3 rom dia. bars are undeformed; 9.5 rom dia. bars are deformed*Calculated from data given in report

Half height of specimens: L=876 rom

Data Files: WS25033E.WK1WS25033W.WK1WS033AE.WK1WS033AW.WK1WS033E.WK1WS033W.WK1WS048E.WK1WS048W.WK1WS067E.WK1WS067W.WK1WS092E.WK1WS092W.WK1WS147E.WK1WS147W.WK1

- 31 -

1975 Atalay and Penzien

305mm

~

~ • j",

E ~EU') ro

"""0 C\JC')

", • •

......2H


Specimens 1 to 12 ~ ~C\JC')

p

Atalay, M.B.; and Penzien, J., "The Seismic Behaviour of Critical Regions of ReinforcedConcrete Components as Influenced by Moment, Shear and Axial Force," Report No. EERC 7519, University of California, Berkeley, Dec. 1975,226 pages.

The main variables studied in this series were the level of axial stress; the quantity of lateralreinforcement; and the displacement history applied to the specimen. Twelve double-endedspecimens were tested, however, only ten of the analog load-deflection plots could be digitized.The two ends of each specimen had pinned boundary condition, and cyclic lateral displacementswere applied to the central stub. Axial loads were applied by a hydraulic actuator reacting against abuttress. (Note that a second loading sequence was applied to specimens 1 to 8, but data from thesecond loading sequence is not reported here).


mm (ctrs.) nunlSI 9.5 762S1 9.5 1273S1 9.5 764S1 9.5 1275S1 9.5 766S1 9.5 127

9 9.5 7610 9.5 12711 9.5 7612 9.5 127

- 32-

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. MPa leN

p* ~a p ~alSI 29.1 267 0.099 0.0167 367 0.0154 3632S1 30.7 267 0.094 0.0167 367 0.0093 3633S1 29.2 267 0.098 0.0167 367 0.0154 3634S1 27.6 267 0.104 0.0167 429 0.0093 3635S1 29.4 534 0.196 0.0167 429 0.0154 3926S1 31.8 534 0.181 0.0167 429 0.0093 392

9 33.3 801 0.259 0.0167 363 0.0154 39210 32.4 801 0.266 0.0167 363 0.0093 392II 31.0 801 0.278 0.0167 363 0.0154 37312 31.8 801 0.271 0.0167 363 0.0093 373LongItudinal steel - 4 defonned bars, 22 mm diameter, grade 40Lateral reinforcement: 9.5 mm diameter defonned bars, grade 40*Calculated from data given in report

Half height of specimens: L =1676 mm

Data Files: AT75N1S1.WK1AT75N2S l.WK1AT75N3S 1.WK1AT75N4S1.WK1AT75N5S1.WK1AT75N6S1.WK1AT75N9.WK1AT75NIO.WK1AT75N11.WKlAT75N12.WK1

- 33 -

1982 Umehara and Jirsa229- mm -179mm .- -

~ • 'i1r ...

~ • •co0'<t

L ..., • ••

Specimens OJS, OJW, and 2CUS

Umehara, H.; and Jirsa, J.O., "Shear Strength and Deterioration of Short ReinforcedConcrete Columns Under Cyclic Defonnations," PMFSEL Report No. 82-3, Department of CivilEngineering, University of Texas at Austin, Austin, Texas, July 1982,256 pages.

Ten short rectangular columns were tested and the results compared to the results ofprevious tests on square columns. The main variables investigated were the applied lateral loadhistory and the level of axial load. Of the ten columns tested in this series, only three weresubjected to both an applied constant axial load and a uniaxial lateral loading path. The ends of thespecimens were restrained against rotation.

Unit Direction of Lateral ReinforcementNo. Bending Bar dia. Spacing

rom (ctrs.) mmCDS Strong 6 64CUW Weak 6 642CUS Strong. 6 64

- 34-


p* Jpa p* JpaCUS 34.9 534 0.165 0.0306 441 0.0028 414CUW 34.9 534 0.165 0.0306 441 0.0031 4142CUS 42.0 1068 0.274 0.0306 441 0.0028 414

Longltudmal steel - 10 deformed bars, 19 mrn dIameterLateral reinforcement: 6 rom diameter deformed bars*Calculated from data given in report

Half height of specimens: L =457 rom

Data Files: UMECUS.WKIUNlECUW.WK1UME2CUS.WKI

- 35 -

255mm

1985 Belt, Klingner and Jirsa

305mm

Specimen 11

Bett, Bart J.; Klingner, Richard E.; and Jirsa, James 0., "Behavior of Strengthened andRepaired Reinforced Concrete Columns Under Cyclic Deformations," PMFSEL Report No. 85-3,Department of Civil Engineering, University of Texas at Austin, Austin, Texas, December 1985,75 pages.

Three columns at two-thirds scale were tested. Two columns were strengthened by addingreinforced concrete jackets before testing. Results from these strengthened specimens are notreported here; only data from the one unstrengthened specimen were digitized for this report. Thespecimens were subjected to a constant axial load, and the ends of the specimens were restrainedagainst rotation.


rnm (ctrs.) mm1-1 6 203

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity Reinforcement ReinforcementNo. :MFa kN

P* Jpa p* ~a1-1 29.9 288 0.104 0.0244 462 0.0026 414LongItudmal steel - eIght deformed bars, 19 rom dmLateral reinforcement: 6 rom diameter deformed bars*Calculated from data given in report

Half height of specimen: L=457 rom

Data File: BETTNOl1.WKl

- 36-

1988 Azizinamini, Johal, Hanson, Musser, and Corley

p

......2H


EE,....It)v

I~

457mm

330mm

Specimens NC-2 and NC-4

Azizinamini, Atorod; Johal, Lakhpal S.; Hanson, Norman W.; Musser, Donald W.; andCorley, William G., "Effects of Transverse Reinforcement on Seismic Performance of Columns A Partial Parametric Investigation," Project No. CR-9617, Construction Technology Laboratories,Skokie, illinois, Sept. 1988.

Twelve full-scale tests were conducted. Eleven of the specimens had a square crosssection, and one had a circular cross section. The main variables studied were the level of axialload, type of transverse reinforcement, and the amount and spacing of transverse reinforcement.Digitizable load deflection plots were available for only two of the tests on columns with squarecross sections. The tests were conduc~ed using a double-ended specimen, a self-reacting loadframe with a hydraulic ram to apply cyclic lateral load, and a universal testing machine to applyconstant axial load.


rom (ctrs.) mmNC-2 12.7 102NC-4 9.5 102


pJpa

pJt;a

NC-2 39.3 1690 0.206 0.0195 439 0.0219 454NC-4 39.8 2580 0.310 0.0195 439 0.0126 616

LongItudinal steel- eIght deformed bars, 25.4 mm dIameterLateral reinforcement: 12.7 or 9.5 mm diameter deformed bars*Calculated from data given in report

Half height of specimen: L =1372 mm

Data Files: AZI88NC2.WK1AZI88NC4.WK1

- 37 -

1989 Saatcioglu and Ozcebe

Specimens LJ3 and U4

=il260mm

.350 mm

Specimen U7(Double layers ofhoops and ties)

EEoLl")C")

=il260mm

350mm

Specimen U6(Double layers ofhoops and ties)

=il260 mn

350mm

J~ • •

EE • •0

Ll")C")

1 • • •

Saatcioglu, Murat; and Ozcebe, Guney, "Response of Reinforced Concrete Columns toSimulated Seismic Loading," American Concrete Institute, ACI Structural Journal, JanuaryFebruary, 1989, pp. 3-12.

The authors conducted a series of tests on 14 cantilever column specimens. The columnscross section was square, and three different lateral reinforcement configurations were tested. Themain variables investigated were axial load, confining reinforcement, and deformation path. Of thefourteen specimens, seven had lateral displacements applied along a principal axis of the crosssection ("V" series); four had lateral displacements applied along a diagonal of the cross section("D" series); and two had bidirectional lateral displacement patterns ("B" series). Only certainspecimens from the "V" series are presented here. Of the "V" series specimens, V 1 had no axialload applied, and V5 had variable axial load, so results for VI and V5 are not presented. Lateralload vs. lateral displacement data files were obtained directly from the researchers who performedthe tests. The data file for specimen V2 was not readable, so data for V2 is not presented.

- 38 -


nun (ctrs.) mmU3 10 75U4 10 50U6 6.4 65U7 6.4 65

Concrete Axial Axial Load Longitudinal TransverseUnit Strength, Load Axial Capacity* Reinforcement ReinforcementNo. :MPa kN

pJpa

pJpa

U3 34.8 600 0.141 0.0327 430 1.69 470U4 32.0 600 0.153 0.0327 438 2.54 470U6 37.3 600 0.131 0.0327 437 1.95 425U7 39.0 600 0.126 0.0327 437 1.95 425Longltudinal steel - 8 deformed bars, 25 nun dla*Calculated from data given in report

Height of specimens: L=1000 nun

Data Files: SAATU3.WKISAATU4.WKISAATU6.WKISAATU7.WKI

- 39-

Chapter 3: Plots of Digitized Lateral Load-Lateral Deflection Data

This chapter contains plots of digital load-deflection test data for the 93 specimens described in thisreport. Each plot is identified by the test name shown in the upper left comer of the figure. Notethat for double-ended specimens (Figure 2, page 3), the force shown in the plot is one-half theforce applied at the center stub of the specimen; and for double curvature specimens (Figure 3,page 3) the displacement shown in the plot is one-half the relative displacement between the twoend beams of the specimen.

- 41 -

800

600

400

Z...10:::

200Q)UI-<0

0~.....CI:lI-<Q)

-200.....CI:l~

-400

-600

I GILL79Sl.DAT I :............... -- ; -----.-- :.----- ..·············-i······················-:-················ , - : . -_ .

,_., :' •••••••••••• , _." ,.~ ••••••••••••••••••• 0 •• j.. 0"'" ._ ••••••••••••• ;. .. .j ~

......................:.. __ _; __ j :

..._ ; - ~.- _.

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............_ ~ j.' - _.._ ~ ~ .._.._ , .

800

-800 1.--__--'-__--'- "'--__-'-__--'- "'--__-'--__---1

-40 -30 -20 -10 0 10 20 30 40

Lateral Displacement, mm

Figure 1. Specimen 1 of Gill 1979

1000 .--------.,.-----,-------,:,..------,:-----,;-----,: : :

...................j'--_G_IL_L_7_9_S_2._D_A_T_I····· , ..

600

-400

-600

-800

.......................... j _ ···i···········_···················

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\ j: :..., ~ ! ; .

-1000 l- -'- ~ :.....- --i..- ---:.... -----I

-30 -20 -10 0 10 20 30

Lateral Displacement, mmFigure 2. Specimen 2 of Gill 1979

- 42-

- ;-_._ _ ~ _ _- ~--.----- ..-.._.._ _._ .. _.

.....". ,._ __ ._ ~ _ _ _..-:'_.. -..--.-----.--_.".. __ _-

-... . :. ~. ---- .-- --.- ~ -.. --..-~ .--.-.-----.. --.--._ - .

: :, ,, ,

.............[ " j..

....................... _-.-- ..1 __ ; __ ,i.

..•....................... ··1········

800 r----~----,.___---__,__---~--------~

I GILL79S3.DAT I •··············--··---·········r·······----·--················r·········-----················;·····--··--·····-600

400

o

200

-400

-600

-~I-<~ -200

....:l

-800 L- --'- --'--' -i- ----'- --'--- --...J

-30 -20 -10 0 10 20 30


. Figure 3. Specimen 3 of Gill 1979

············-·1······················;················ j - j - .

···········i··········-·-·········..;.·······-·---·-------.. ~ ...............•......

... ·.04 .. f······················~··············-·······l······················r·····················

. .

o : , -.

800 ,..-----,--------:----,...-----,--------:----,-------,-----,

600 :?~.~.~??~~.~.~.~.~.~ J ······,······r·········,······· ..

400 , : , + ·············,j,,··,·················i·····' ..

200 ·····:·······················~·····,··,·············i, , .

-600

-400

-~~ -200....:l

-800 L-__-:..-__-..l. .:....-__-:..-__-..l. .:....-__-:....__--...J

-20 -15 -10 -5 0 5 10 15 20

Lateral Displacement, mmFigure 4. Specimen 4 of Gill 1979

- 43-

~ :., .. ,- , -., .. -- __ -.- .

J.--:.~'17IY1··~······························i················ ~ .._ _-.- - - .

._+.._ _.._.~ ~ - .

:~~E::.:.:=-,~ 1. L ; --

······················r·········,,····,,·······,····························t······" .. '" .

..........- _._."_ _.. ~_ _ _ _ ~ - .~.

200 r------:---------:--------,----,----,...----------,

160 ·········1 ANGSt UNIT3.DAT ~ .

-120

-160

120

Z 80~

iU 40ul-o0~ 0......~l-o -40iU.....~

...:l -80

-200 '-- --'-- ----'- '-- -'-- ~ ----J

~ ~ ~ 0 W ~ @

Lateral Displacement, mmFigure 5. Specimen 3 of Ang 1981

. . .

._.. _ _ _. __ ._.~--_ -..- _. __ .. ~.._.. _.. _ ~ .

: : : : :

ml ANG81UNIT4.DAT Im+m mim_lmmm

-160 " i , .

-120 "'f1===:;;"-~

200

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Chapter 4: Digital Data Files

Enclosed is one high density (1.44 megabytes) DOS compatible disk. The disk contains 107digital data files listing lateral deflection-lateral force data, as described in this report.

The files are stored on the disk in a compressed format. To decompress the files, first copy theonly file on the disk, RECTCOL.EXE onto the computer hard disk. There should be at least 3megabytes of disk space available to perform the expansion. Then type the command

RECTCOL.EXE

and all of the files will be automatically decompressed. The original compressed files,RECTCOL.EXE, may then be erased from the hard disk.

The names of the 107 digital data files correspond to those given in Chapter 2 of the report. All thedata files (once they have been de-compressed) are in a format which is readable by commonspreadsheet programs. The first line of each file is a short descriptive title. The second line is thetotal number of deflection-force data pairs, "n", to follow in the data file (i.e., the number of datapoints in the file). The remaining "n" lines are the deflection-force data pairs, in units of mm andkN.

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A Summary of Cyclic Lateral Load Tests on Rectangular ...

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