Structural Engineering Commons^™

Deformation And Energy Absorption Capacity Of Steel Structures In The Inelastic Range, Theodore V. Galambos

CCFSS Library (1939 - present)

This report summarizes the status of knowledge on the inelastic deformability of steel members and frames. It demonstrates that the inelastic response of planar beams, beamcolumns, connections and frames is well understood and can be adequately, though conservatively, predicted by theory provided the loading is static, proportional and monotonic, and adequate provisions are made to inhibit premature local and lateral-torsional instability. The report reviews the available theoretical work, and examines the experimental evidence. It shows that the inelastic rotation capacity, which defines also the "ductility factor" and the inelastic energy absorption capacity, is both predictable and large enough to meet …

Tests On Light Gage Steel Diaphragms, George Winter, T. V. S. R. Apparao

CCFSS Library (1939 - present)

This report supplements and extends the scope of Report No. 319, ;lStructural Performance of Light Gage Steel Diaphragms", by Dr. Larry D. Luttrell. Eleven static load tests were conducted on 22 gage narrow rib roof decks to investigate the effect of length of the diaphragm, type of welding, and diaphragm material tensile properties on the shear stiffness and strength of the diaphragm. The behavior of a diaphragm under reversed load at two different levels) one at 0.4 x ultimate static load and the other at 0.6 x ultimate static load was explored by conducting five tests. The tests at a …

Torsional-Flexural Buckling Of Thin-Walled Open Sections, Pen J. Fang, George Winter

CCFSS Library (1939 - present)

INTRODUCTION Compression members with thin-walled open sections, because of their low torsional rigidities and because their cross-sectional configuration is such that the centroid and the shear center often do not coincide, can buckle at loads well below the Euler load by interaction of torsion and bending. Fast expanding applications of such sections in civil and architectural engineering call for an extensive investigation of torsional-flexural buckling. Basic theory of torsional-flexural buckling is treated by a number of authors, I,2 and simplifications of the basic theory in the elastic range for the design purposes together with some test results were reported previously. …

Strength Of Three New Types Of Composite Beams, A. A. Toprac

CCFSS Library (1939 - present)

No abstract provided.

The Performance Of Beams And Columns Continuously Braced With Diaphragms - I, Gordon P. Fisher, S. J. Errera

CCFSS Library (1939 - present)

When properly attached, shear-rigid light-gage metal diaphragms, such as roof decking or wall sheathing, can be very effective as lateral bracing for slender columns and beams. At present, limited design use is made of this fact, because of inadequate information on the effectiveness and reliability of such bracing. In this thesis, previous theory on the stability of Isection beams and columns braced with shear-rigid diaphragms has been extended. Two energy methods are used, one employing the Euler-Lagrange conditions from the calculus of variations, and the other the Rayleigh-Ritz method. The problem initially considered is that of an I-section beam-column eccentrically …

Torsional-Flexural Buckling Of Thin-Walled Open Sections, Pen J. Fang

CCFSS Library (1939 - present)

No abstract provided.

Structural Performance Of Light Gage Steel Diaphragms, Larry D. Luttrell, George Winter

CCFSS Library (1939 - present)

Light gage steel roof, wall, and floor systems may be used to transfer in-plane shear forces from one part of a framed structure to another, leading to reduced loads in parts of the structure. This is particularly noticeable in buildings having rigid end walls and under lateral loading. The diaphragms transfer forces from the interior frames into the foundation through the rigid end walls, resulting in lower loads for the interior frames. The amount of force transfer is dependent upon the in-plane shear strength and is particularly sensitive to the shear stiffness of the diaphragm. The results from some 60 …

Effects Of Cold-Forming On Light-Gage Steel Members, Kenneth W. Karren, George Winter

CCFSS Library (1939 - present)

Cold-forming may cause significant increases in tensile and in compressive yield strength in both the corner and flat elements of light-gage cold-formed steel members. The cumulative effects may raise the yield strength to as reuch as 70% above the virgin yield strength of the as-rolled sheet steel. The yield strength of corners is always considerably higher than that of any other portion of a cold-formed member because of the large plastic deformations which take place in the corners. Thus compact members with a large ratio of corner area to cross sectional area will have the largest increases in yield strength. …

Investigation Of Effects Of Cold Forming On Mechanical Properties, Kenneth W. Karren, George Winter

CCFSS Library (1939 - present)

INTRODUCTION All of the divisions of this report consist of either experimental or theoretical investigations of the various aspects of predicting the magnitude and distribution of changes in the mechanical properties (particularly the yield strength) of coldformed members. The prior work performed under this project, was conducted to determine the changes brought about in the mechanical properties of structural sheet steels by (1) simple uniform uni-directional prestrain of varying amounts and (2) simple cold working caused by cold forming sheet into corners as is commonly done in light gage cold formed structural members. Included in this report are: a study …

The Performance Of Beams And Columns Continuously-Braced With Diaphragms, Gordon P. Fisher, S. J. Errera

CCFSS Library (1939 - present)

INTRODUCTION Under the general title of "Performance of Steel-Framed Buildings and Structural Members Braced with Light-Gage Steel Diaphragms", sponsored at Cornell University by the American Iron and Steel Institute, an investigation has been proceeding in two separate but closely interrelated phases, referred to as: Subproject A - Performance of Steel-Framed Buildings Braced with Light-Gage Steel Diaphragms Subproject B - Performance of Beams and Columns Continuously-Braced with Diaphragms. The investigation now referred to as Subproject B was sponsored by the American Institute of Steel Construction from June, 1961 to June, 1963 after which A.I.S.I. assumed sponsorship with the cooperation of A.I.S.C. …

The Performance Of Beams And Columns Continuously Braced With Diaphragms, George Pincus, Gordon P. Fisher

CCFSS Library (1939 - present)

INTRODUCTION In Progress Report No.1, it was reported that the initial conception of the problem was that diaphragms act almost exclusively in shear when called upon to brace compression members, and that it had been decided to test single columns with finite widths of diaphragm attached, with width of the sheet being varied to provide a range of lateral support up to that which permitted full column strength, based on strong axis to be developed. However, the first test of this kind, Test CB-l, clearly indicated that the diaphragm acted essentially in flexure only and thus had the same effect …

An Investigation Of High-Strength, Deformed Steel Bars For Concrete Reinforcement Part Ii, Sidney A. Guralnick, George Winter

CCFSS Library (1939 - present)

INTRODUCTION The previous phase of this investigation of high-strength steel for concrete reinforcement is described in Report No. TSR-4730-7l46, which was released in July, 1957. This previous testing program was designed to provide information on the following topics, among others: (a) The shear (primarily) and flexural (secondarily) strength of restrained Tee-beams reinforced with steel of approximately 80 ksi yield point for main reinforcement and with standard steel for web reinforcement. (b) The formation of diagonal tension cracks and flexural cracks and the width of flexure and shear cracks at various loads and particularly at "design loads" (say, half the ultimate …

An Investigation Of High-Strength, Deformed Steel Bars For Concrete Reinforcement, Sidney A. Guralnick, George Winter

CCFSS Library (1939 - present)

INTRODUCTION High strength steel as reinforcement for concrete has received some serious attention by researchers and by the construction industries as long ago as the early 1900' s. Recent developments abroad, notably in Sweden, Germany and Austria, have caused renewed interest in the use of this material in concrete structures. The term "high-strength" is somewhat ambiguous since it usually has been employed to describe the type of steel used in cables and strands for prestressed concrete or suspension bridge structures. Such steels commonly have proof stresses of the order of 200,000 psi. However, in the case of ordinary reinforced concrete …

Light Gage Steel Connections With High-Strength, High-Torqued Bolts, George Winter

CCFSS Library (1939 - present)

The usual methods for designing bolted connections of conventional steel structures must be modified for application to thin-walled, light-gage steel construction. This is so because the ratios of bolt diameter to steel thickness in light-gage construction are generally much larger than those customary in conventional construction. In a previous paper [1] the writer has published the results of 547 tests of light-gage steel connections with ordinary "black" bolts. The results could be expressed in four simple equations for determining failure loads which, when used with an appropriate factor of safety, can serve as a safe basis for design. It is …

Flexural Properties Of Corrugated Metal Roofing, Howard L. Wakeland

CCFSS Library (1939 - present)

Introduction Roofing materials that combine shelter, fire safety, durability, and strength have largely replaced such historic types of roofing covering as straw, leaves, tile, bark and various wooden coverings. Thus, we have such modern roof coverings as asphalt composition, cement-asbestos, and metal. Of these, metal roofing is used more than any other on farm service buildings. Approximately 40 per cent of present day farm service buildings in the United States are roofed with metal. This proportion continues to increase as more and more metal roofing materials are made available for rural construction. The wide use of metal roofing is due …

Four Papers On The Performance Of Thin Walled Steel Structures, George Winter, Warner Lansing, R. B. Mccalley Jr.

CCFSS Library (1939 - present)

“The investigations reported in the four papers were carried out under the auspices of the Engineering Experiment Station of Cornell University, Dean S. C. Hollister, Director, and in the School of Civil Engineering, Professor W. L. Malcolm, deceased, and Professor N. A. Christensen, Directors.

They are part of, or related to, an extensive investigation of thin-walled steel structures sponsored jointly by the American Iron and Steel Institute and Cornell University, of which Professor George Winter, Head, Department of Structural Engineering, is in active charge. On the part of the Steel Institute the work is directed by the technical subcommittee of …

Tests On Cold Formed Steel Studs For The American Iron And Steel Institute, American Iron And Steel Institute

CCFSS Library (1939 - present)

1. SCOPE OF THIS REPORT. In connection with a prospective revised Second Edition of the Specifications the question has been raised as to the reliability of Section 3.7, Combined Axial and Bending Stress. This stipulation at the time wa.s adopted from the AISC Specifications without detailed investigation. It appeared pertinent, therefore, to subject this requirement to a detailed analysis for purposes of verification and possible improvement. The present Report gives an abbreviated account of this analysis and presents numerical and graphical data sufficient to judge the reliability of Section 3.7.

School Of Civil Engineering, Cornell University Investigation Of Structural Properties Of Light Gage Steel Structural Members, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

SCOPE OF THIS INDEX This index gives complete information on the various features investigated in this program to date, the number of tests carried out under each heading and the particular reports which were issued on the respective phases of the work. The Index covers the Beam Progress Reports No. 1 to 40, the Beam Summary Reports No. 1 to 3 plus Addenda, the Stud Progress Reports No. 1 to 22 and the Stud Summary Reports No. 1 and 2 plus Addenda. It does not cover (a) the investigation on strength and properties of steel roof decks, (b) such additional …

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT In the Thirty-eighth Progress Report a series of 118 tests was reported on web crippling under concentrated loads. These 118 tests which included 17 representative tests of the Twenty-fifth Progress Report were carried out for web crippling by loads on the span, by simple end reactions, by end reactions with additional loads on top flange, and by reactions of continuous supports with similar additional loads. Two formulas were developed from the entire series of tests which represented, for the two cases (loads on span, and reactions), all test results with satisfactory accuracy. However, only 8 …

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT In the Twenty-fifth Progress Report a series of twenty-three tests was reported on web crippling under concentrated loads. On the basis of these tests the design requirements of section 4.9 of the Tentative Specifications (April 1944 edition) were written. The scope of these tests, however, was not broad enough to insure safe design stipulations for all important cases for the following reasons: (a) Of the twenty-three tests six were conducted with roller loading (zero bearing length), and therefore are not represetative of acutal conditions. This leaves only seventeen representative tests. (b) all tests were conducted …

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT This report contains the complete evaluation of test results of the I-beam tests reported on in the 33rd and 34th Beam Reports. In considering the results of this evaluation, two factors should be kept in mind which adversely affect the accuracy of results: (l) These beams were designed primarily to serve as control specimens for future channel tests. Their usefulness in verifying the equivalent width approach is somewhat impaired by the fact that the compression flanges represent only a rather small part of the total cross-sectional area. Thus, a moderate change of equivalent width of …

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT (1) Twenty-six tension tests were carried out on specimens cut from the steel from which the beams of the present series were formed. (2) Two specimens of beam 6 - 3 - 16 were tested in the same manner as described in the preceding report. These are replacement specimens furnished by the manufacturer for two beams damaged in the original shipment. (3) The greater part of the evaluation of the results of all twenty-six beam tests was completed and the entire evaluation will be discussed in the next report.

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT 24 symmetrical I-beams were tested in bending. They represent 12 different types of beams, with two beams of each type. The beams are formed from two identical channels, furnished with lips on both flanges, joined by bolting in the web. These tests complete the entire series of such I-beams, except for one type (two specimens) which arrived in damaged condition and are now being replaced by the manufacturer.

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT (1) Ten tests were conducted on the following beams (a) 18 - 1/2 -14, 2, and 3; and 16- 1/2 - 2. These are the last tests of the original series of beams. Specimens 16- 1/2 - 1 and 3 after welding showed bad distortions in shape and for this reason could not be used. (b) In order to supplement the tests, six more beams with unstiffened flanges were tested. For three of these beams left over studs of the old stud tests were used. These beams are 4 in. deep and are designated as …

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT (a) Twenty tension tests were carried out on specimens cut from the steel of which those beams were fabricated for which tension tests are not inculded in the 27th Report. This completes the tension tests for the present series of beams. (b) A start was made in the final evaluation of the results of the beam tests. The part of the evaluation completed to date is included in this report.

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT Tests were conducted on 18 beams, viz., 16-1 3/4-1,2,3; 18-1 1/2-1,2,3; 16-1 1/4-1,2,3; 14-1 1/2-1,2,3; 18-1-1,2,3; and 14-3/4-1,2,3. This report contains only the data of the tests. The evaluation of the test results will be carried out after the remainder of the beam tests and the tension tests have been completed.

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT Tests were conducted on nine beams with unstiffened top flanges, viz., 14-2 1/4-1,2,3; 16-2 1/2-1,2,3; 16-3,1,2,3. Beam 14-2 1/4 - 2 was the first to be spot-welded in our shop. This beam warped badly in welding and, when tested, failed at a much lower load thant the other two beams of the same type, due to initial distortion. For this reason the results of this test were discarded and are not included in this report. Beams 18-2 1/2 according to our drawing were to be of 18 ga. metal. It turned out, however, that all …

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT Tests were conducted on 12 beams with unstiffened top flanges, viz., beams 12-3-3; 12-5-1,2,3; 14-3 1/4-1,2,3; 16-4 1/2-1,2,3; 18-3 3/4-3; 20-3 3/4-3. This report contains only the data of the tests. The evaluation of the test results will be carried out after a larger number of beams have been tested.

Cornell University School Of Civil Engineering Tests On Light Beams Of Cold-Formed Steel, Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THIS REPORT Tension tests were carried out on strip specimens of the steel of which beams 14-3 1/4, 18-3 3/4, 18-5, and 20-3 3/4 are fabricated.

School Of Civil Engineering Tests Of Light Beams Of Cold Formed Steel For The American Iron & Steel Inst., Cornell University School Of Civil Engineering

CCFSS Library (1939 - present)

I. SCOPE OF THE REPORT Six beams of the new series with unstiffened top flanges have been tested; viz., two specimens each of beams 12-3, 18-3 3/4, and 20-3 3/4. (The first number in this designation gives the gage thickness, the second the half-width of the top flange). This report contains only the data of the tests. The evaluation of the test results will be carried out after a larger number of beams have been tested.