James Jirsa - Academia.edu (original) (raw)
Papers by James Jirsa
Special publication, 1974
Split-tee, through-bolted connections between rectangular concrete-filled steel tubes and widefla... more Split-tee, through-bolted connections between rectangular concrete-filled steel tubes and wideflange steel beams were investigated to determine the ability of the concrete core within the panelzone to transfer join shear forces. By depending on the confined concrete core within the joint for shear transfer, additional labor-intensive details such as exterior diaphragms and internal stiffeners could be avoided. The objective of this research program was to quantify the extent to which the confined concrete core, or compression strut, plays a role in the transfer of joint forces, and to ultimately develop design guidelines and criteria for use in building codes. The testing procedures used are described, and some preliminary results of full-scale moment connection tests are presented. Further analysis of the results will be used to develop design code recommendations in a future paper.
DeSIgn Methods for Flat Slabs Des i gn Methods for T\toJo-v.!ay S ~2bs Design Ko~ents 10 the Test... more DeSIgn Methods for Flat Slabs Des i gn Methods for T\toJo-v.!ay S ~2bs Design Ko~ents 10 the Test Structures Comparijson of ~}eeasured lJ"ith Design fioments 41 41 41 42
American Concrete Institute eBooks, 1991
Design of beam-column joints for seismic resistance , Design of beam-column joints for seismic re... more Design of beam-column joints for seismic resistance , Design of beam-column joints for seismic resistance , مرکز فناوری اطلاعات و اطلاع رسانی کشاورزی
... Paul N. Brotcke. Dewaine Bogard. and Hudson Matlock, November I976. "Overview of... more ... Paul N. Brotcke. Dewaine Bogard. and Hudson Matlock, November I976. "Overview of Pavement Management Systems Developments in the State Department of Highways and Public Transportation," by W. Ronald Hudson, B. Frank McCullough. Jim Brown. ...
Journal of the Structural Division, Jun 1, 1966
The behavior at various stages of loading of a flat slab reinforced with welded wire fabric is de... more The behavior at various stages of loading of a flat slab reinforced with welded wire fabric is described. The design was based on the empirical design method of ACI 318-56. The test structure was loaded at 16 points in each of its nine panels to simulate a uniform load. From three of a series of tests conducted at different load levels and with different combinations of loaded panels, representative load-deflection curves are given. At working load, the behavior of the structure was characterized by small deflections and stresses. The structure was essentially uncracked after reaching design load. Under increased loading, the stresses and deflections increased at an increasing rate as cracking progressed at failure at 955 psf. Comparison of the computer and design unit moments showed the structure to be adequately designed. However, the distribution of reinforcement was inefficient. The indication of the tests is that high-strength steel can be used efficiently and that the empirical method of design can be made simpler.
The primary objective of this research study was to evaluate the behavior and capacity of the IBT... more The primary objective of this research study was to evaluate the behavior and capacity of the IBTS and alternate 8 in. UTSE (Uniform Thickness Slab End) details at expansion joints, especially on skewed ends of bridge slabs. The two full-scale CIP (cast-in-place) specimens, 0 o and 45 o skews, were constructed to test the effect of skew on the IBTS and UTSE details. Test results showed that at design load levels, skew had no significant effect on the behavior of the two details. All test areas failed in shear, predominantly punching shear. The UTSE details failed at slightly lower load levels than the IBTS detail due to a 2 in. difference in section depth. However, both details had ultimate capacities at loads well above the design load levels. Another objective of the research study was to develop alternate details and investigate construction issues of those alternate details. Since the UTSE details performed satisfactorily at design and ultimate load levels, an alternate detail using the stayin-place PC (precast) panels in the end regions was developed and tested. The PCPE (Precast Panel End) details would eliminate special formwork construction and reduce safety concerns associated with such formwork construction at heights. The full-scale PCPE specimen, 0 o skew, was built since panels cannot be easily incorporated in bridge decks with a skewed end. In addition to the behavior and capacity of PCPE details, the effects of armor joints (AJ) and sealed expansion joints (SEJ) on slab ends at design and ultimate loads were investigated. Test results showed that the PCPE details performed similar to the IBTS and UTSE details at design and failure load levels. The PC panel details failed at loads lower than the IBTS details, and the AJ and SEJ increased ultimate capacity by 20 to 25% when compared to PCPE without AJ or SEJ.
Special publication, Oct 1, 1984
This edition maintains the basic approach in which design procedures stem from and provide the ba... more This edition maintains the basic approach in which design procedures stem from and provide the basis for a clear understanding of the behavior of reinforced concrete. Behavior of reinforced concrete members and assemblages at every load stage is illustrated with illustrations and photos, and calculation models that relate to the physical behaviors are provided to help students and practitioners recognize and assess various design situations.
Aci Structural Journal, 1993
Aci Structural Journal, Sep 1, 2014
Journal of the Structural Division, Jun 1, 1969
Journal of American Concrete Institute, 1977
An equation has been developed for calculating lengths of lap splices of deformed bars from a non... more An equation has been developed for calculating lengths of lap splices of deformed bars from a nonlinear regression analysis of test results of beams with lap splices. It reflects the effect of length, cover, spacing, bar diameter, concrete strength, transverse reinforcement, and moment gradient on the strength of lap splices. The equation is also applicable in determining basic development lengths. Based on the equation developed, design recommendations are proposed for development lengths and lap splices and compared with AASHTO Interim Specifications for Bridges, 1974. The comparison shows that for the most unfavorable splice conditions (a clear cover of 1-1/2 in. on sides or bottom, splices with no transverse reinforcement, all bars spliced in a region of maximum moment, and bar spacing less than 6 in. on centers) AASHTO provisions overestimate lap lengths by 11 percent for #6, 16 percent for #8, and 25 percent for #11 bars. If cover is increased to 3 in. or transverse reinforcement is added, the splice length of large bars may be reduced by as much as 60 percent over that required by present AASHTO provisions. Furthermore, the equations governing development length are essentially the same as those for splice length.
Unknown eBooks, 1982
... Institute of Technology ROY G. JOHNSTON, Brandow and Johnston Associates, Los Angeles RB MATT... more ... Institute of Technology ROY G. JOHNSTON, Brandow and Johnston Associates, Los Angeles RB MATTHIESEN, Seismic Engineering ... of the Ebasco Services geotechnical staff are gratefully acknowledged and appreciated: Samir Khoury, Robert Cannon, Frederic Snider, Sarah ...
Aci Structural Journal, 1995
The effects of epoxy coating on anchorage and development of welded wire fabric were investigated... more The effects of epoxy coating on anchorage and development of welded wire fabric were investigated. The program included weld shear tests, pullout tests of bars with and without cross wires, and slab tests with splices in the welded wire fabric. Slabs containing spliced fabric were cast with no coating on the welded wire fabric for comparison with slabs cast with coated fabric.
Special publication, 1974
Split-tee, through-bolted connections between rectangular concrete-filled steel tubes and widefla... more Split-tee, through-bolted connections between rectangular concrete-filled steel tubes and wideflange steel beams were investigated to determine the ability of the concrete core within the panelzone to transfer join shear forces. By depending on the confined concrete core within the joint for shear transfer, additional labor-intensive details such as exterior diaphragms and internal stiffeners could be avoided. The objective of this research program was to quantify the extent to which the confined concrete core, or compression strut, plays a role in the transfer of joint forces, and to ultimately develop design guidelines and criteria for use in building codes. The testing procedures used are described, and some preliminary results of full-scale moment connection tests are presented. Further analysis of the results will be used to develop design code recommendations in a future paper.
DeSIgn Methods for Flat Slabs Des i gn Methods for T\toJo-v.!ay S ~2bs Design Ko~ents 10 the Test... more DeSIgn Methods for Flat Slabs Des i gn Methods for T\toJo-v.!ay S ~2bs Design Ko~ents 10 the Test Structures Comparijson of ~}eeasured lJ"ith Design fioments 41 41 41 42
American Concrete Institute eBooks, 1991
Design of beam-column joints for seismic resistance , Design of beam-column joints for seismic re... more Design of beam-column joints for seismic resistance , Design of beam-column joints for seismic resistance , مرکز فناوری اطلاعات و اطلاع رسانی کشاورزی
... Paul N. Brotcke. Dewaine Bogard. and Hudson Matlock, November I976. "Overview of... more ... Paul N. Brotcke. Dewaine Bogard. and Hudson Matlock, November I976. "Overview of Pavement Management Systems Developments in the State Department of Highways and Public Transportation," by W. Ronald Hudson, B. Frank McCullough. Jim Brown. ...
Journal of the Structural Division, Jun 1, 1966
The behavior at various stages of loading of a flat slab reinforced with welded wire fabric is de... more The behavior at various stages of loading of a flat slab reinforced with welded wire fabric is described. The design was based on the empirical design method of ACI 318-56. The test structure was loaded at 16 points in each of its nine panels to simulate a uniform load. From three of a series of tests conducted at different load levels and with different combinations of loaded panels, representative load-deflection curves are given. At working load, the behavior of the structure was characterized by small deflections and stresses. The structure was essentially uncracked after reaching design load. Under increased loading, the stresses and deflections increased at an increasing rate as cracking progressed at failure at 955 psf. Comparison of the computer and design unit moments showed the structure to be adequately designed. However, the distribution of reinforcement was inefficient. The indication of the tests is that high-strength steel can be used efficiently and that the empirical method of design can be made simpler.
The primary objective of this research study was to evaluate the behavior and capacity of the IBT... more The primary objective of this research study was to evaluate the behavior and capacity of the IBTS and alternate 8 in. UTSE (Uniform Thickness Slab End) details at expansion joints, especially on skewed ends of bridge slabs. The two full-scale CIP (cast-in-place) specimens, 0 o and 45 o skews, were constructed to test the effect of skew on the IBTS and UTSE details. Test results showed that at design load levels, skew had no significant effect on the behavior of the two details. All test areas failed in shear, predominantly punching shear. The UTSE details failed at slightly lower load levels than the IBTS detail due to a 2 in. difference in section depth. However, both details had ultimate capacities at loads well above the design load levels. Another objective of the research study was to develop alternate details and investigate construction issues of those alternate details. Since the UTSE details performed satisfactorily at design and ultimate load levels, an alternate detail using the stayin-place PC (precast) panels in the end regions was developed and tested. The PCPE (Precast Panel End) details would eliminate special formwork construction and reduce safety concerns associated with such formwork construction at heights. The full-scale PCPE specimen, 0 o skew, was built since panels cannot be easily incorporated in bridge decks with a skewed end. In addition to the behavior and capacity of PCPE details, the effects of armor joints (AJ) and sealed expansion joints (SEJ) on slab ends at design and ultimate loads were investigated. Test results showed that the PCPE details performed similar to the IBTS and UTSE details at design and failure load levels. The PC panel details failed at loads lower than the IBTS details, and the AJ and SEJ increased ultimate capacity by 20 to 25% when compared to PCPE without AJ or SEJ.
Special publication, Oct 1, 1984
This edition maintains the basic approach in which design procedures stem from and provide the ba... more This edition maintains the basic approach in which design procedures stem from and provide the basis for a clear understanding of the behavior of reinforced concrete. Behavior of reinforced concrete members and assemblages at every load stage is illustrated with illustrations and photos, and calculation models that relate to the physical behaviors are provided to help students and practitioners recognize and assess various design situations.
Aci Structural Journal, 1993
Aci Structural Journal, Sep 1, 2014
Journal of the Structural Division, Jun 1, 1969
Journal of American Concrete Institute, 1977
An equation has been developed for calculating lengths of lap splices of deformed bars from a non... more An equation has been developed for calculating lengths of lap splices of deformed bars from a nonlinear regression analysis of test results of beams with lap splices. It reflects the effect of length, cover, spacing, bar diameter, concrete strength, transverse reinforcement, and moment gradient on the strength of lap splices. The equation is also applicable in determining basic development lengths. Based on the equation developed, design recommendations are proposed for development lengths and lap splices and compared with AASHTO Interim Specifications for Bridges, 1974. The comparison shows that for the most unfavorable splice conditions (a clear cover of 1-1/2 in. on sides or bottom, splices with no transverse reinforcement, all bars spliced in a region of maximum moment, and bar spacing less than 6 in. on centers) AASHTO provisions overestimate lap lengths by 11 percent for #6, 16 percent for #8, and 25 percent for #11 bars. If cover is increased to 3 in. or transverse reinforcement is added, the splice length of large bars may be reduced by as much as 60 percent over that required by present AASHTO provisions. Furthermore, the equations governing development length are essentially the same as those for splice length.
Unknown eBooks, 1982
... Institute of Technology ROY G. JOHNSTON, Brandow and Johnston Associates, Los Angeles RB MATT... more ... Institute of Technology ROY G. JOHNSTON, Brandow and Johnston Associates, Los Angeles RB MATTHIESEN, Seismic Engineering ... of the Ebasco Services geotechnical staff are gratefully acknowledged and appreciated: Samir Khoury, Robert Cannon, Frederic Snider, Sarah ...
Aci Structural Journal, 1995
The effects of epoxy coating on anchorage and development of welded wire fabric were investigated... more The effects of epoxy coating on anchorage and development of welded wire fabric were investigated. The program included weld shear tests, pullout tests of bars with and without cross wires, and slab tests with splices in the welded wire fabric. Slabs containing spliced fabric were cast with no coating on the welded wire fabric for comparison with slabs cast with coated fabric.