Allowable Bending Stresses for Overhanging Monorails N. STEPHEN TANNER

In the design of monorails for trolley hoisting devices it is often necessary to extend the monorail out beyond the last available support (as in Fig. 1), so the lifting point is clear of obstructions. Such a monorail supported ver-tically at two locations can be analyzed as a simple beam with overhang (as in Fig. 2), so the maximum bending moment is easily obtained. However, the question of the allowable bending stress immediately presents itself. The intent of this paper is to address the problem and present a simple design solution.

DESIGN ASSUMPTIONS

LTB Brace Points For the overhanging monorail of Fig. 1, the bottom flange is unbraced and in compression, so lateral-torsional buckling (LTB) of the section is possible. Such buckling must be prevented by proper bracing at appropriate points, here called "LTB brace points." Although the following

discussion reveals the only practical brace point on the monorail is at the interior support (where "interior" is as shown in Fig. 1, generally the more "interior" part of a building), the subsequent mathematical analysis shows such bracing is adequate provided the allowable bending stress is correctly chosen.

To qualify as a brace point, the AISC Specification (Ref. 1, p. 5-22) requires the cross-section be "braced against twist or lateral displacement of the compression flange." At the interior support of Fig. 1, restraint against twist is clearly provided by the supporting beam, so the monorail is adequately braced at this point. However, at the point of maximum moment, the exterior support, the section is neither braced against twist nor against lateral displacement of the compression flange. At this location it is impossible to restrain the bottom flange laterally and still allow passage of the trolley. Likewise, restraint against twist would require relying on the low out-of-plane flexural stiffness of the monorail web; such sup-port would be difficult to model and is not recognized

REMOVABLE TROLLEY

STOP EXTERIOR

SUPPORT-

4 TROLLEY

W ' R,= Lifted Load+

Dead Load

^

MONORAIL-INTERIOR SUPPORT

N. Stephen Tanner, P. E., is Civil/Structural/Architectural Depart-ment Head, Midwest Technical, Inc., Kingsport, Tennessee.

Fig. 1. Typical overhanging monorail

THIRD QUARTER / 1985 133

R|=(1-k)P LTB Brace Point

TT^TT

P=P, + P2 P2=kP

Y

L-|=kL ^ ^

L2=Cl-k)L

Ca)

M=P^L^=P2L2

Fig. 2. Monorail load and moment diagrams

by the AISC Specification as effective lateral support for any type of beam. Finally, bracing the end of the over-hang is impractical if it is desirable to have an easily removable trolley. Therefore, the overhanging monorail of Fig. 1 is regarded as braced at the interior support only.

General Mathematical Procedure The classical mathematical approach for LTB problems is as follows:

1. Derive the equilibrium equations of the beam in its buckled configuration, assuming small displace-ments.

2. Simplify these equations to a single linear differential equation.

3. Obtain the general solution of the differential equa-tion.

4. Apply the beam boundary conditions to this solution to obtain a system of linear algebraic equations.

5. Set the determinant of the coefficient matrix of the system equal to zero, yielding a transcendental equa-tion which is a function of the unknown magnitude of the maximum moment.

6. Solve the transcendental equation for the lowest non-zero characteristic value of the moment. This value is the critical moment, defined as the moment at which bifurcation of the equilibrium position theoretically occurs.

Common assumptions made in LTB analysis are as fol-lows:

1. The material is linearly elastic at the onset of buck-ling.

2. Transverse loads are applied through the shear center of the cross-section.

3. The moment diagram due to beam weight may be approximated as geometrically similar to the moment diagram due to the other, more significant, applied loads.

4. The cross-section is a prismatic doubly-symmetric I-shape.

5. The warping stiffness of the beam is negligible in comparison with the St. Venant torsional stiffness.

Using these assumptions, the following equation for the critical moment for LTB in a beam of arbitrary loading and support geometry is derived (see Ref. 2, p. 268):

TTC M = - \/EIyGJ (1)

This equation may be rewritten in terms of allowable bending stress to yield AISC Formula 1.5-7:

F,= 12,000 C,

Id/Af (2)

AISC Formula 1.5-6b is derived using the above As-sumptions 1 through 4 and the inverse of Assumption 5, that the St. Venant torsional stiffness of the beam is neg-ligible in comparison to the warping stiffness. AISC For-mula 1.5-6a is derived similarly to 1.5-6b, except that inelastic behavior is substituted for Assumption 1. Hoist-ing trolleys are normally designed to ride on narrow-flanged American standard shapes (S shapes), where the contribution of warping torsion is in fact negligible. Hence, the use of Assumption 5 and Eqs. 1 or 2 for overhanging monorails is justified.

All the variables on the right-hand side of Eqs. 1 and 2 except for C^ and / are properties of the particular beam shape and the steel used, and are therefore easily ob-tained. The values to be used for C^ and / are not so obvious. Immediately below Formula 1.5-7 is the fol-lowing definition:

"/ = distance between cross sections braced against twist or lateral displacement of the compression flange, inches. For cantilevers braced against twist only at the support, / may conservatively be taken as the actual length."

To be consistent with this definition of /, it is con-venient to take / for an overhanging monorail in an anal-ogous manner to that for a cantilever beam. To avoid confusion in this paper, the notation L is used for the length of an overhanging monorail, while / is reserved for the general case of a beam of arbitrary support ge-

134 ENGINEERING JOURNAL/AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ometry. Using this notation, Eqs. 1 and 2 for an over-hanging monorail become:

uCi M = - \/EIyGJ

F,= 12,000 Q

Ld/Af

(3)

(4)

where L = actual length of an overhanging beam braced against twist only at the interior support. The result of this is that C^ is now the only unknown on the right-hand side of Eqs. 3 and 4. It must be noted that the assumption / = L is somewhat arbitrary, so that it does not necessarily follow that C^ = 1 is a conservative as-sumption.

The approach used in this paper is to derive a formula for the critical moment of an overhanging monorail un-der concentrated end load and to compare it to Eq. 3. In this way a table of Q values is readily obtained. These values can then be used in Eq. 4 for actual monorail design.

QUALITATIVE STUDY

Nature of Study Before proceeding with the mathematical analysis, it is desirable to make a qualitative study of the problem. Re-ferring to Fig. 2, this study involves visualizing the ef-fect of changing the length ratio k = Li/L, while holding the section properties, total length L, and maximum mo-ment M constant. In this way, the only variable in Eq. 3 is Q . It must be noted that holding M constant implies varying the lifted load P, for different values of k.

Case k = 1 Consider the case where k approaches unity, as shown in Fig. 3. Here the beam becomes a pure cantilever of length L and concentrated end load P i , with the fixed end braced against twist and the free end unbraced. The AISC Specification states C/, = 1 may be used for this case and the allowable stress then obtained using Eq. 3. However, this is somewhat conservative, since the ac-tual value is C^ = 1.28 (see Ref. 2, p. 269).

Case A: = 0 Consider now the case where k approaches zero, as shown in Fig. 4a. Here the beam approaches the case of a sim-ply-supported beam of length L with applied end mo-ment M. The end moment is applied at the unbraced end, the other end being braced against twist. Owing to sym-metry, the beam of Fig. 4a is identical with the beam of Fig. 4c as regards the strong-axis bending moment; this is apparent from the common moment diagram of Fig. 4b. Although it is not as apparent, these two beams are

"1

LIB Brace Point

L=h

M=Plh

(b) Fig. 3. Limiting case k = 1

LIB Brace Point

h=o-

^"2

L=L2

(a)

M=P2L2

LTB Brace Point

2M ,L

LTB Brace Point

TTTTT

2L

Cc] Fig. 4. Limiting case k = 0

THIRD QUARTER / 1985 135

also identical as regards LTB behavior. To show this, first consider the left end of Fig. 4a.

Here, the beam is not braced against twist and not sub-ject to external torques; hence, torque at this point is zero. But, for a beam of negligible warping stiffness, this requires the first derivative of the torsional rotation be zero (see Ref. 3, Eq. 2.58). However, at midspan of Fig. 4c, symmetry requires the first derivative of rotation be zero here also. Thus, both beams have the same mo-ment diagram and LTB boundary conditions, so they must also be identical with respect to LTB behavior.

Now, the critical moment for the beam of Fig. 4c is obtained from Eq. 1 using / = 2L and Q = 1.35 (see Ref. 2, p. 269). This is equivalent to using Eq. 3 and a value Q = .675. Therefore, the limiting case k = 0 shown in Fig. 4a results in a value C^ = .675.

Conclusion This qualitative study indicates the buckling parameter Ch is somewhat sensitive to the length ratio, varying from Q = .675 for /: = 0 to Q = L28 for y^ = 1. Of course, this result shows clearly the assumption C^ = 1 is un-conservative for many overhanging monorails. That lower allowable stresses occur for monorails with shorter rel-ative overhangs is somewhat paradoxical. However, this can be explained by referring to the moment diagrams of Figs. 2b, 3b and 4b. LTB theory recognizes that as the beam twists and deflects laterally during buckling, disturbing weak-axis bending and torsional moments are introduced as components of the strong-axis bending moment. At any location along the beam, these disturb-ing moments are proportional to both the strong-axis mo-ment and the twist or lateral deflection. Thus, a beam which has high strong-axis moment acting at the same location as high twist or lateral deflection will have high disturbing moments.

Referring to the moment diagrams, Fig. 4b has max-imum moment acting at the left end, where the torsional rotation is the highest, so that high disturbing moments occur in this beam. In Fig. 3b, maximum moment acts at the right end, where the rotation is zero, so the dis-turbing moments in this beam are much smaller. Figure 2b is clearly intermediate between these two cases. Now, other things being equal, the higher the disturbing mo-ments are, the greater the tendency for LTB. Therefore, beams with a more beneficial moment gradient, as in Fig. 3b, have higher allowable strong-axis moments than comparable beams with a more unstable moment gra-dient, as in Fig. 4b. This conclusion is confirmed by the numerical results in this paper.

MATHEMATICAL ANALYSIS

Differential Equation of Beam Elements The overhanging monorail of Fig. 2 can be conveniently

broken into two beam elements of length Li and L2. The longitudinal axes Zi and Z2 corresponding to elements L^ and L2 can then be assigned the origins and directions shown in Fig. 2a. Thus, each beam element of length L, (/ = 1,2) is subjected to a concentrated load P^ at the end Zi = 0; the strong-axis bending moment equals zero at Zi = 0, equals M = PiLi at z, = Li, and varies linearly between these points. The differential equation for LTB for a beam element under such a moment gradient is derived as Eq. 2.92 of Ref. 3. Rewriting this equation to conform to the notation of this paper gives the fol-lowing equation for the torsional rotation cj), along each element:

4);.' + TT^ T,?Z?

Boundary Conditions The torsional boundary conditions at the ends z, = 0 are given by

cj);(zi = 0) = (j);(0) = 0 ct)2(Z2 = 0) = C|)2(0) = 0

(10)

The first of these expresses the condition that there is no torque at the end of the overhang (see Ref. 3, Eq. 2.58). The second condition denotes torsional restraint at the interior support. The boundary conditions at the inter-face between the two elements are:

ct)i(Zi = Li) + (t)2(Z2 = L^) = (t)i(LO + (t>2(L2) = 0 -(t);(zi = Li) + (t)^ (z2 = L2) = -[(L,) + ct)KL2) = 0

(11)

These equations denote compatibility between the rota-tions and torques, respectively, at the ends of the ele-ments, with due regard to the different sign conventions for the two elements.

Substituting 9 into 10 yields requirement C^ = C21 = 0. Conditions (see 11) then give the following system:

3S^yX^,L]) L2S,Xy]2Ll) .Tr^T]?LX(^i^i) S-^uir^iLi).

Cn

C22 (12)

Characteristic Equation Defining the exterior support reaction as P and noting the forces P, and lengths L, written in terms of P, L and k in Fig. 2a, the moment M may be written as

M = Pi^(l - k)L (13) Equating right-hand sides of Eqs. 3 and 13, squaring, and rearranging yields the following expression for C^:

PVjl - kfL' Tl^ElyGJ

(14)

Now, using the forces and lengths in Fig. 2a in con-junction with Eqs. 6 and 14, the T|, terms of Eq. 12 may be written in terms of C^ and k:

y]2Ll = (l- k)C, Ti?L]L2 = k{l - k)Cl

(15)

The characteristic equation, representing the solutions to the system (see 12), is obtained by setting the determi-nant of the coefficient matrix equal to zero. Using expressions (see 15), the characteristic equation may be written in the form

3{5_v,(^C,)}{5_3j(l - k)C,]} - kn - kWdis.^xkC,)} x{5vJ(l - k)C,]} = 0

(16)

Numerical Results For a given value of the length ratio k, the corresponding value of C^ is obtained using a computer program ca-pable of both evaluating the series (see 8) and finding the lowest positive root of the transcendental Eq. 16. This has been done for values ranging from k = 0 to k = 1 in increments of A^ = 0.1; the results are presented in Table 1. It is apparent the assumption C^ = I is un-conservative for A: < .75, which constitutes almost all practical overhanging monorails; therefore, it is recom-mended the values of C^ shown in Table 1 be used in the design of such members. The values are accurate to two decimal places, which is consistent with Q values and equations given in Ref. 1 for other types of beams. Linear interpolation for intermediate values of k is suf-ficiently accurate.

Table 1. Computed Values

LJL C, 0 .1 .2 .3 .4 .5 .6 .7 .8 .9

1.0

.67

.70

.73

.76

.80

.84

.90

.96 1.05 1.15 1.28

DESIGN PROCEDURE

General Method For a given monorail layout, as shown in Fig. 1, the length ratio k is computed; then, the value of Q is ob-tained from Table 1. A trial section is selected, and Eq. 4 is applied in the same manner as for any other type of beam. The most economical such trial section is then chosen.

Numerical Example Given: L, = 1',L = 20'

Pi = Lifted Load + Impact + Trolley + Hoist = 5 kips

Solution: k = L^/L = 7/20 = .35 From Table 1, Q = .78 Estimate 40 lb./ft monorail weight:

M = 5(7) + l/2(.04)(7)' = 36.0 kip-ft

THIRD QUARTER / 1985 137

Try S12X40.8: S, = 45.4, dIAf = 3.46 From Eq. 4:

12,000Ci,_ 12,000(.78) LdlAf ~ 20(12)(3.46) = l l .Sks i

M 36.0(12) / . = - = ^^ = 9.5 k s i < 11.3 ksi o.k.

5, 45.4 S15X42.9 also is o.k.; S l2x35 is n.g. .-. Use S12X40.8

NOMENCLATURE

A C

d E Ft ft G

i J

J

area of compression flange (sq. in.) arbitrary constants in the solution for (j), bending coefficient dependent upon mo-ment gradient depth of monorail (in.) modulus of elasticity allowable bending stress (ksi) computed bending stress shear modulus of elasticity moment of inertia about the Y-Y (weak) axis index denoting beam element (/ = 1,2) torsional constant Bessel function of first kind* of order n index denoting term in the solution for cf), (j= 1,2) length ratio, k = L^/L

*See Ref. 4, p. 168, 333 and 337.

L = length of overhanging beam (in.) Li = length of beam element / = length of beam between LTB brace points

(in.) M = maximum moment in beam n = index denoting order of y(^), S^iO^ (^ ~

V4, Vd (n + l)k = generalized factorial function* defined as

{n + 1)^ = (n + \){n + 2) (n + /:), with {n + l)o = 1 and (1)^ = k\

P = exterior support reaction Pi = end reaction or load on beam element Snii) "^ solution series function of order n, defined

by Eq. 8 5;, = section modulus about the X-X (strong) axis Zi = distance along beam element (see Fig. 2) T(n + 1) = gamma function* r\i = load term defined by Eq. 6 (j)j = torsional rotation of beam element ^ = general argument of J , 5^

REFERENCES 1. American Institute of Steel Construction, Inc.

Specification for the Design and Erection of Structural Steel for Buildings Chicago, III., November 1978.

2. Gay lord, E. H. and C. N. Gay lord Design of Steel Structures 2nd Ed., McGraw-Hill, 1972.

3. Brush, D. O. and B. O. Almroth Buckling of Bars, Plates and Shells McGraw-Hill, 1975.

4. Rainville, E. D. and P. E. Bedient Elementary Dif-ferential Equations 4th Ed., MacMillan, 1969.

ERRATA American National Standard Nuclear FacilitiesSteel Safety-related Structures for Design Fabrication and Erection Top of p . 16: Revise lines 5 to 7 inclusive:

"90% of the resulting percentage reduction in area in the direction of material rolling when the material is tested in tension in the direction of material rolling."

Revise to read:

20% according to ASTM A770.

P. 22: Formula Ql.5-1 is omitted:

{Kl/rf

5 ^(Kllr) {Kl/rY 8C 8C

where

P. 25:

Q 2T7'

(Ql.5-1)

Formula Q1.5-4b is incorrect. It should read:

1.075 - 0 . 0 0 5 ( j V ^ . (Q1.5-4b)

138 ENGINEERING JOURNAL/AMERICAN INSTITUTE OF STEEL CONSTRUCTION

Welcome ScreenCopyright InformationEditorsTable of Contents19641st QuarterSteel Cable Creates Novel Structural Space SystemsZetlin, LevDiscussion

Effective Column Length-Tier BuildingsHiggins, T.R.

Lateral Support for Tier Building FramesGalambos, Theodore V.Discussion

Simplifications in the Solution of Column Interaction ProblemsHooper, IraRapp, Robert E.

End Plate Connections in Plastically Designed StructuresCoel, JosephLathrop, R.P.Onderdonk, A.B.

Folded Steel Plate Roof for a Suburban Branch BankShogren, V.E.

2nd QuarterFundamentals of Orthotropic Plate DesignAu, TungChang, Jerry C. L.

AISC Orthotropic Plate Design ManualMilek, W.A.

Wearing Surfaces for Orthotropic DecksGilligan, John A.

The Poplar Street BridgeShields, E.J.

Discussion: Steel Cable Creates Novel Structural Space SystemsGould, Phillip L.

3rd QuarterCurvilinear Grid FramesHutton, Charles R.

Stiffened Thin Shell DomesBuchert, Kenneth P.

The Steel Framed DomeOdom, Gerald SStevens, David E.

Research in Plastic Design of Multi-story FramesBeedle, Lynn S.Driscoll, George C., Jr.

Wind Connections with Simple FramingDisque, Robert O.

Castellated Beams - New DevelopmentsBoyer, J.P.

4th QuarterSteel is Changing the Los Angeles SkylineJohnston, Roy G.

On the Lateral Support of Inelastic ColumnsPincus, George

Tests of Steel Moment ConnectionsBeedle, Lynn S.Christopher, Richard

Space Frame StructuresNaslund, Kenneth C.

The Bridge Delta Girder: Single-Webbed and Double-WebbedHadley, Homer M.

Old Bridges Give Clues to Steel Deck PerformanceWolchuk, Roman

Discussion: Lateral Support for Tier Building FramesHooper, Ira

19651st QuarterBending Under Seated ConnectionsAbolitz, A. LeonWarner, Marvin

Effective Length of Columns in Gable FramesLu, Le-Wu

Live Load Deflections in a Prestressed Steel Beam BridgeWelden, Neil

Lessons from Crane RunwaysMueller, John E.DiscussionDiscussion

Strength of Three New Types of Composite BeamsToprac, A.A.

One Engineer's Opinion (Bolting and Composite)Milek, W.A.

2nd QuarterSplices in Plastically Designed Continuous StructuresHart, Willard H.Milek, W.A.

Failure of Simply-Supported Flat Roofs by Ponding of RainChinn, JamesDiscussion

Design Charts for Bolts with Combined Shear and TensionHagen, Hans WilliamPenkul, Richard C.

Column Stability under Elastic SupportHiggins, T.R.Discussion

Steel Column Bending Amplification FactorLiu, William Y.Discussion

Short Span Highway Bridges with Wide Stringer Spacing and a Two-way Reinforced Concrete DeckGrossman, Stanley

Discussion: Lessons from Crane RunwaysSaxe, Van Rensselaer P.

3rd QuarterShell Shapes Framed in SteelGeiger, David H.

Plastic Design of a Three-Story Steel FrameDe Buen, Oscar

Plastic Design of Multi-Story Buildings-A Progress ReportDriscoll, George C., Jr.Yura, Joseph A.

Method of Combining Mechanisms in Plastic AnalysisPincus, George

Considerations in the Design of Large-Size Welded Tubular Truss JointsBouwkamp, J.G.

Framing Connections for Square and Rectangular Structural TubingWhite, Richard N.

One Engineer's Opinion (Bending of Tees)Milek, W.A.

Discussion: Column Stability under Elastic SupportHiggins, T.R.Zweig, Alfred

Discussion: Failure of Simply-Supported Flat Roofs by Ponding of RainWalsh, Martin P., Jr.

Discussion: Lessons from Crane RunwaysMurray, J.J.

4th QuarterCost Studies of High Strength Bolted ConnectionsGraves, Frederick E.

Thermal Prestressing of Structural SteelWichman, Sven H.Discussion

Buckling of Framed DomesBuchert, Kenneth P.

Structural Lightweight Concrete for Composite DesignJenny, Daniel P.

Composite Beams of Steel and Lightweight ConcreteBenjamin, Irwin A.

Pushout Tests on Lightweight Composite SlabsChinn, James

Composite Design with Lightweight Aggregates on Building ProjectsLeabu, Victor F.

One Engineer's Opinion (Vibration)Milek, W.A.

Discussion: Steel Column Bending Amplification FactorScheiner, Alfred

19661st QuarterSteel Shell Roof StructuresNilson, Arthur H.

Analysis Of Framed Space StructuresBaer, Oliver A.

Measured and Computed Stresses in Three Castellated BeamsBaldwin, James W., Jr.Douty, R.T.

Torsion of Rolled Steel Sections in Building StructuresHotchkiss, John G.Discussion

Torsion in Closed SectionsSiev, Avinadav

2nd QuarterLehigh Conference on Plastic Design of Multi-Story Frames-A SummaryDriscoll, George C., Jr.

Column Stability in Type 2 ConstructionDe Falco, FredMarino, Frank J.Errata

Design of Bolts or Rivets Subject to Combined Shear and TensionZweig, AlfredErrataDiscussionErrata

Stresses and Displacements in Three-Dimensional TrussesGeer, ElihuKushman, Robert L.

Design Aids: Minimum Depth and Allowable Bending StressFroyton, GeorgeDiscussionErrata

One Engineer's Opinion (Lateral Support)Milek, W.A.

Discussion: Torsion of Rolled Steel Sections in Building StructuresBarnoff, Robert M.

Discussion: Thermal Prestressing of Structural SteelBurton, John C.Hotchkiss, John G.

3rd QuarterPonding of Two-Way Roof SystemsMarino, Frank J.DiscussionErrata

Analysis of Curved Steel Girder BridgesLavelle, Francis H.

Testing of a Model Curved Steel Girder BridgeClarke, C. Bernard

Small Scale Models for Steel FrameworksLitle, William A

Plastic Design of Eccentrically Loaded FastenersAbolitz, A. LeonDiscussion

Vibration of Steel Joist-Concrete Slab FloorsLenzen, Kenneth H.

Errata: Design of Bolts or Rivets Subject to Combined Shear and TensionZweig, Alfred

Errata: Column Stability in Type 2 ConstructionDe Falco, FredMarino, Frank J.

4th QuarterA Plastic Method For Unbraced Frame DesignDaniels, J. Hartley

High-Strength Steels for Plastic DesignAdams, Peter F.

The Dry Floor; A New Approach to High Rise Apartment BuildingsNewman, Joseph H.

Discussion: Design of Bolts or Rivets Subject to Combined Shear and TensionBertwell, W.Zweig, Alfred

Discussion: Design Aids: Minimum Depth and Allowable Bending StressMarrone, Adolph A.

19671st QuarterDesign of Braced Multi-Story Frames by the Plastic MethodLu, Le-Wu

Composite Action of Concrete Slab and Open Web Joist (Without the Use of Shear Connectors)Kaley, D.J.Wang, P.C.

High-Strength BoltingMunse, W.H.ErrataDiscussion

Allowable Loads on Beams without Lateral SupportMataya, JohnErrataDiscussion

Discussion: Ponding of Two-way Roof SystemsMarino, Frank J.Sawyer, Donald A.

Errata: Design Aids: Minimum Depth and Allowable Bending Stress. (Paper presented April, 1966)Groyton, GeorgeMarrone, Adolph A.

Errata: Ponding of Two-Way Roof SystemsMarino, Frank J.

Errata: Design of Bolts or Rivets Subject to Combined Shear and TensionZweig, Alfred

2nd QuarterDesign of Beam-ColumnsHooper, IraErrata

A Prestressed Steel Space FrameRogers, PaulDiscussion

Plastic Design of a 14-Story Apartment BuildingBennett, William A.

Conceptual Design of Double Steel Containment VesselsWang, Chen-HwaDiscussion

Discussion: Plastic Design of Eccentrically Loaded FastenersAbolitz, A. LeonFisher, John W.Kulak, Geoffrey L.

Errata: High-Strength BoltingMunse, W.H.

Errata: Allowable Loads on Beams without Lateral SupportMataya, John

3rd QuarterHyperboloid Space Frames for Tower StructuresLevinton, Zusse

Box Girder Bridge DesignKavanagh, Thomas C.

Horizontally Curved Steel Girders;Fabrication and DesignThatcher, W.M.

The Evolution of German Cable Stayed Bridges- An Overall SurveyFeige, Adolf

Simplified Procedure to Determine Maximum Beam DeflectionKoo, Benjamin

Discussion: High-Strength BoltingKulak, Geoffrey L.

Discussion: Allowable Loads on Beams without Lateral SupportMataya, John

Errata: Design of Beam-ColumnsHooper, Ira

4th QuarterPlastic Design by Moment BalancingGaylord, Edwin H.Discussion

Generalized Superposition Method in Plastic AnalysisPincus, George

The Severity of Fires in Steel-Frame BuildingsSeigel, L.G.Errata

Maximum A325 Bolt Loads at a GlanceStetina, Henry J.Errata

One Engineer's Opinion (Beam Splice)Marino, Frank J.

Discussion: A Prestressed Steel Space FrameRogers, PaulShah, Manu

19681st QuarterEconomic Study of a Braced Multi-Story Steel FrameGalambos, Theodore V.Williams, James B.

Analysis of Cables as Equivalent Two-Force MembersKudder, Robert J.Tung, David H.H.

An Investigation of the Effective Concrete Slab Width for Composite ConstructionGuthrie, LucianHagood, Thomas A.Hoadley, Peter G.

Automated Design of Space TrussesPatton, Fredrick W.Weaver, William, Jr.

Test on Diaphragm Behavior of Dry-Floor System with Steel-Edged Gypsum PlanksJeng Fang, Pen

Discussion: Conceptual Design of Double Steel Containment VesselsWahl, Howard W.Wang, Chen-Hwa

Errata: The Severity of Fires in Steel-Frame BuildingsSeigel, L.G.

Errata: Maximum A325 Bolt Loads at a GlanceStetina, Henry J.

2nd QuarterA Cost Evaluation of Space Trusses of Large SpanGeiger, David H.

Shear Strength of Thin Flange Composite SpecimensGoble, George G.

Amplification Factors for Beam-ColumnsKoo, Benjamin

The Use of Viscoelastic Material to Damp Vibration in Buildings and Large StructuresNelson, Frederick C.

Discussion: Plastic Design by Moment BalancingGaylord, Edwin H.Gurfinkel, German

3rd QuarterA Composite Action Duct-Beam SystemShah, Kirit N.Vergun, Dimitry K.

Rapid Selection of Beam-ColumnsRubinsky, Moe A.

Automated Analysis of Grid Beam SystemsElleby, Hotten A.

Deformation Analysis of Structures Near Collapse LoadLavingia, Kishor P.

4th QuarterAnalysis of Horizontally Curved BridgesGillespie, James W.

Are Tier Building Column Splices Designed?Stetina, Henry J.Discussion

Determining the Cost of Welded JointsDonnelly, J.A.

Design Curves for Plastic Design of Uniformly Loaded Steel BeamsHill, Louis A., Jr.Vanderplaats, Garret N.

Space Frame BucklingBuchert, Kenneth P.

Admissible Loads of Gable FramesCheng, Franklin Y.

19691st QuarterBridge Construction DetailsLally, AndrewMilek, W.A.Discussion

Proposed Working Stresses for Fillet Welds in Building ConstructionHiggins, T.R.Preece, F.R.

Design of Unstiffened GirdersAbolitz, A. Leon

Some Non-Conventional Cases of Column DesignDalal, Suresh T.

Discussion: Are Tier Building Column Splices Designed?Klayton, ThurstonStetina, Henry J.

2nd QuarterCorrelation of Discontinuities and Physical Properties in Steel WeldmentsCriscuolo, E.L.

Reliability Assurance in Navy's Welded Steel Shore StructuresAmirikian, Arsham

Assurance of Reliability in Fabricated Steel Structures Through Nondestructive TestingOlsson, D.A.

Use of Ultrasonic Testing in the Structural Steel IndustryWehrmeister, Allen E.

Reliability in Building Construction Through Nondestructive TestingGreenberg, Simon A.

3rd QuarterPush-up Steel ConstructionHansen, Robert J.

Exposed Steel Framing on High Rise BuildingsNassetta, Anthony F.

Bracing of Continuous ColumnsUrdal, Tor B.Errata

Analysis of Helicoidal GirdersAbdul-Baki, AssadBartel, Dean

Discussion: Bridge Construction DetailsVansant, G.F.

4th QuarterMoment-Rotation Characteristics of Shear ConnectionsKennedy, D.J.L.

Another Approach to Simplified Design of a Curved Steel GirderKetchek, Konstantin

Yield-Line Analysis and Design of GridsCannon, John P.

Steel Plate Analysis by Finite ElementsFirkins, Norman L.

A Modification to the Subassemblage Method of Designing Unbraced Multi-story FramesDe Buen, OscarErrata

Errata: Bracing of Continuous ColumnsUrdal, Tor B.

19701st QuarterHomogeneous and Hybrid Girder Design in the 1969 AISC SpecificationMilek, W.A.

Analysis of Curved Girder BridgesBednar, DavidBrogan, DarrylCulver, Charles

Preliminary Wind Analysis of Multistory BentsBen-Arroyo, Abraham

Composite Open-Web Steel JoistsGalambos, Theodore V.Tide, Raymond H.R.

Errata: A Modification to the Subassemblage Method of Designing Unbraced Multi-story Frames (pp. 142, 144, 145)De Buen, Oscar

2nd QuarterDesign of Steel Bearing PlatesFling, Russell S.Discussion

Straight-Element Grid Analysis of Horizontally Curved Beam SystemsWeissman, Herbert A.Errata

Preliminary Design of Curved BridgesHeins, Conrad P.Siminou, Javid

Calculator for Beam-column DesignTing, Ea-Lu

One Engineer's Opinion (Rectangular Section Beams)Milek, W.A.

3rd QuarterApproximate Torsional Analysis of Curved Box Girders by the M/R-MethodFountain, Richard S.Tung, David H.H.

Maximum A325 and A490 Bolt Loads at a GlanceStetina, Henry J.

Design of Composite Beams with Formed Metal DeckFisher, John W.Discussion

Minimum Cost Structures by Dynamic ProgrammingGoble, George G.Moses, Fred

Errata: Straight-Element Grid Analysis of Horizontally Curved Beam Systems (pp. 44, 45)Weissman, Herbert A.

4th QuarterTemperature Effects on Tall Steel Framed Buildings Part 1-Response of Steel Columns to Temperature ExposureMcLaughlin, E.R.

Temperature Effects on Tall Steel Framed Buildings Part 2-Structural AnalysisKar, Anil K.West, Harry H.

Temperature Effects on Tall Steel Framed Buildings Part 3-Design ConsiderationsKhan, Fazlur R.Nassetta, Anthony F.

One Engineer's Opinion (Multistory Bracing)Disque, Robert O.

Discussion: Design of Steel Bearing PlatesGogate, Anand B.Sling, Russell S.

19711st QuarterThe Behavior of A514 Steel Tension MembersKulak, Geoffrey L.Discussion

Painting Structural SteelKeane, John D.

Noncombustible Schools for OmahaAlsmeyer, William C.

Which Design Concept for Prestressed Steel?Amrhein, Francis GeneTochacek, Miloslav

Discussion: Design of Composite Beams with Formed Metal DeckFisher, John W.Winter, George

2nd QuarterThe Effective Length of Columns in Unbraced FramesYura, Joseph A.DiscussionDiscussionDiscussion

Automated Optimum Design of Unstiffened Girder Cross SectionsGoble, George G.Moses, Fred

Plastic Behavior of Eccentrically-Loaded ConnectionsShermer, Carl L.Discussion

Treatment of Eccentrically-loaded Connections in the AISC ManualHiggins, T.R.

Shear Strength of Stud Connectors in Lightweight and Normal-Weight ConcreteFisher, John W.Ollgaard, Jorgen G.Slutter, Roger G.DiscussionErrata

3rd QuarterCyclic Yield Reversal in Steel Building Connections (T.R. Higgins Award)Pinkney, R. BrucePopov, Egor P.

Adapting the AISC Specification to Computer-Aided DesignFenves, Steven J.Gaylord, Edwin H.Goel, Surendra K.

Lightweight Concrete-on-Steel Composite BeamsBaldwin, James W., Jr.McGarraugh, Jay B.

Classification of Steels for StructuresColumn Research Council

Discussion: The Effective Length of Columns in Unbraced FramesGogate, Anand B.

Discussion: The Behavior of A514 Steel Tension MembersMacadam, John N.

4th QuarterLoad Factor Design for Steel Highway BridgesHansell, W.C.Viest, Ivan M.

Applied Plastic Design of Unbraced Multistory FramesDisque, Robert O.Discussion

Simplified Plastic Analysis for Reinforced Web HolesRedwood, R.G.

Recommended Design Procedures for Beams with Web OpeningsBower, John E.

The Staggered Truss System-Structural ConsiderationsScalzi, John B.

Discussion: Plastic Behavior of Eccentrically-Loaded ConnectionsKulak, Geoffrey L.

19721st QuarterTables for Plastic Design of Beams with Rectangular HolesRedwood, R.G.

Vibration and Deflection of Steel BridgesWalker, William H.Wright, Richard N.Discussion

The Case for the Semi-Box GirderSchlenker, Norman E.Errata

Discussion: The Effective Length of Columns in Unbraced FramesAdams, Peter F.Johnston, Bruce G.Yura, Joseph A.Zweig, Alfred

2nd QuarterSimplified High-Rise Drift Analysis and Optimized AdjustmentFleischer, Walter H.

Buckling of Hyperbolic ParaboloidsBuchert, Kenneth P.Discussion

Experimental Study of a Schwedler Rigid Framed DomeBeaufait, FredBeavers, James E.

Torsional Properties of Composite GirdersHeins, Conrad P.Kuo, John T.C.

Discussion: Shear Strength of Stud Connectors in Lightweight and Normal-Weight ConcreteChinn, James

3rd QuarterA Stub-Girder System for High-Rise BuildingsColaco, Joseph P.

A Unified Approach to the Elastic Lateral Buckling of BeamsNethercot, D.A.Rockey, K.C.Discussion

Load Factor Design of Steel BuildingsGalambos, Theodore V.

Stiffness Coefficients of Beam-Columns with Non-Prismatic MembersEimer, N.Stack-Staikidis, W.J.

Discussion: Applied Plastic Design of Unbraced Multistory FramesWiesner, Kenneth B.

Errata: The Case for the Semi-Box GirderSchlenker, Norman E.

Errata: Shear Strength of Stud Connectors in Lightweight and Normal-Weight Concrete. (Paper presented April, 1971)Chinn, James

4th QuarterInvestigation of Triangular Heats Applied to Mild Steel PlatesNicholls, J.I.Weerth, D.E.

Direct Design of Columns Subjected to Combined LoadingCelenza, EugenePhang, Michael K.S.

Effective Length of Columns with Intermediate Axial LoadSandhu, Balbir S.

Calculation of Effective Lengths and Effective Slenderness Ratios of Stepped ColumnsAnderson, John P.Woodward, James H.

Discussion: The Effective Length of Columns in Unbraced FramesYura, Joseph A.

Discussion: Vibration and Deflection of Steel BridgesMurray, Thomas M.

Discussion: Buckling of Hyperbolic ParaboloidsKoo, Benjamin

19731st QuarterBolt Tension Control with a Direct Tension IndicatorFisher, John W.Oyeledun, Abayomi OStruik, John H.A.

Plastic Design of Biaxially Loaded Beam-ColumnsBaseheart, T.M.McDonough, J.F.Ringo, B.C.

Graphical Solution for Selection of Web Splice BoltsMehta, Narendra K.Powers, J.J.

Fast Check for PondingBurgett, Lewis B.

Plastic Design Applied to TrussesCroucher, Meredith W.Fisher, James M.

2nd QuarterInelastic K-factor for Column DesignDisque, Robert O.

A Prestressed Composite Girder for Short Span BridgesAnand, Subhash C.

Headed Steel Anchor under Combined LoadingFisher, John W.McMackin, Patrick J.Slutter, Roger G.

A Rapid Solution of Vierendeel FramesAbdul-Shafi, A.

Selection of a ""Trial"" Column SectionBurgett, Lewis B.

Discussion: A Unified Approach to the Elastic Lateral Buckling of BeamsChinn, JamesPiepenburg, Dwayne D.

3rd QuarterCommentary on Highly Restrained Welded ConnectionsAmerican Institute of Steel ConstructionDiscussion

Composite Floor System for Sears TowerIyengar, S.H.Zils, J.J.Errata

Fire Resistance of Protected Steel ColumnsLie, T.T.Stanzak, W.W.Discussion

4th QuarterRecent Developments in Steel Building DesignBeedle, Lynn S.Lu, Le-WuOzer, Erkan

Quality Control in Design and Supervision Can Eliminate Lamellar TearingThornton, Charles H.

Steel Box Girder BridgesLally, Andrew

Steel Column Base Plate DesignSandhu, Balbir S.Discussion

Discussion: Fire Resistance of Protected Steel ColumnsLie, T.T.Stanzak, W.W.Stetina, Henry J.

Errata: Composite Floor System for Sears TowerIyengar, S.H.Zils, J.J.

19741st QuarterCable-Stayed BridgesPodolny, Walter, Jr.

Yield Line Analysis of Column Webs with Welded Beam ConnectionsStockwell, Frank W., Jr.DiscussionDiscussion

Optimum Belt Truss Locations for High-Rise StructuresTaranath, B.S.Errata

Rapid Selection of W Columns (AASHO Method of Design)Mehta, Narendra K.

2nd QuarterComposite Action Without Shear ConnectorsBarnoff, Robert M.Mead, EdwinO'Neil, RichardWatson, James

Experimental Investigation of Lug Stresses and FailuresHackett, R.M.Tolbert, R.N.

Yield Line Analysis of a Web Connection in Direct TensionKapp, Richard

Light Gage Steel Infill Panels in Multistory Steel FramesMiller, Craig J.

Discussion: Steel Column Base Plate DesignSandhu, Balbir S.

Errata: Optimum Belt Truss Locations for High Rise StructuresTaranath, B.S.

3rd QuarterSimplified Seismic Drift Analysis of High-Rise Steel FramesFleischer, Walter H.

Simplified Approach to AISC Bending FormulasStockwell, Frank W., Jr.Errata

Dynamic Analysis of Multistory BuildingsSandhu, Balbir S.

Lateral Instability of Castellated BeamsChesson, Eugene, Jr.Pattanayak, Umesh C.

Discussion: Yield Line Analysis of Column Webs with Welded Beam ConnectionsKapp, Richard

4th QuarterErrata: Partial Tube Concept for Mid-Rise StructuresColaco, Joseph P.

Partial Tube Concept for Mid-Rise StructuresColaco, Joseph P.Errata

Innovative Approaches to the Erection of Tension Roof StructuresCuoco, Daniel A.Thornton, Charles H.

Approximate Analytical Model for Multistory FramesLeMessurier, William J.McNamara, Robert J.Scrivener, J.C.

Cable Connections in Stayed Girder BridgesPodolny, Walter, Jr.Discussion

Errata: Simplified Approach to AISC Bending FormulaStockwell, Frank W., Jr.

19751st QuarterApplication of AISC Design Provisions for Tapered MembersLee, G.C.Morrell, M.L.

Directional Moment Connections--A Proposed Design Method for Unbraced Steel FramesDisque, Robert O.Discussion

Panel Zone Effect on the Strength and Stiffness of Steel Rigid FramesBecker, Roy

Simplified Solution to Interaction EquationBabyak, R. CareyPhang, Michael K.S.

One Engineer's Opinion (Interaction Equations)Stockwell, Frank W., Jr.

Discussion: Commentary on Highly Restrained Welded ConnectionsJones, Norman B.Milek, W.A.

2nd QuarterStructural System; Standard Oil of Indiana Building (T.R. Higgins Award)Picardi, E. Alfred

Eccentrically Loaded Slip-Resistant ConnectionsKulak, Geoffrey L.

Seismic Drift Control CriteriaTeal, Edward J.Errata

Nomograph for Design of Channel Section BeamsMaitra, N.

Discussion: Cable Connections in Stayed Girder BridgesKavanagh, Thomas C.

3rd QuarterDesign of Columns Subject to Biaxial BendingSpringfield, John

Design to Prevent Floor VibrationsMurray, Thomas M.

Drift Reduction Factors for Belted High-Rise StructuresMcNabb, J.W.Muvdi, B.B.ErrataDiscussion

Preliminary Base Plate SelectionStockwell, Frank W., Jr.

Errata: Seismic Drift Control CriteriaTeal, Edward J.

4th QuarterSeismic Design Practice for Steel BuildingsTeal, Edward J.DiscussionErrata

Discussion: Yield Line Analysis of Column Webs with Welded Beam ConnectionsStockwell, Frank W., Jr.

Errata: Drift Reduction Factors for Belted High-Rise StructuresMcNabb, J.W.Muvdi, B.B.

19761st QuarterAISC Column Design Logic Makes Sense for Composite Columns, TooFurlong, Richard W.

Stiffness Design of Unbraced Steel FramesCheong-Siat-Moy, F.Errata

Tension-Field Design of Tapered WebsFalby, W.E.Lee, G.C.Errata

A Simplified Method for the Flexural Design of Stiffened Hybrid GirdersChong, Ken P.Errata

The Effective Length of Unbraced Single Story ColumnsMarx, ChristopherDiscussion

2nd QuarterModern Approaches to Solution of the Wind Problems of Long Span Bridges (T.R. Higgins)Scanlon, Robert H.

Structural Steel and Fire; More Realistic AnalysisLie, T.T.Stanzak, W.W.

Rapid Selection of Column Base PlatesBird, William R.ErrataDiscussionDiscussion

Design Example for Beams with Web OpeningsCooper, Peter B.Kussman, Richard L.ErrataDiscussion

Discussion: Seismic Design Practice for Steel BuildingsSEAOC Seismology CommitteeTeal, Edward J.

Discussion: Directional Moment Connections-A Proposed Design Method for Unbraced Steel FramesWiesner, Kenneth B.

Errata: Seismic Design Practice for Steel BuildingsTeal, Edward J.

Errata: Tension-Field Design of Tapered WebsFalby, W.E.Lee, G.C.

3rd QuarterThe New Guide to Stability Design Criteria for Metal StructuresJohnston, Bruce G.

In-Plane Fatigue Strength of Plates with Laminar DiscontinuitiesBrockenbrough, R.L.Owens, D.E.

A Simple Approach to Truss DeflectionsTsai, Wan-Tswan

Girder Stiffness Distribution for Unbraced ColumnsStockwell, Frank W., Jr.

On Inelastic Column BucklingSmith, C.V., Jr.Discussion

Errata: Design Example for Beams with Web OpeningsCooper, Peter B.Kussman, Richard L.

Errata: Stiffness Design of Unbraced Steel FramesCheong-Siat-Moy, F.

Errata: Rapid Selection of Column Base Plates

4th QuarterA Practical Method of Second Order Analysis Part 1; Pin Jointed SystemsLeMessurier, William J.Errata

Rapid Selection of Beam-Columns for Wind or Earthquake EffectsFiesenheiser, E.I.Ronan, J.G.

A New Design For Torsion Resistant Suspension BridgesSamelson, HaroldErrataDiscussion

Effective Length of Columns with Semi-Rigid ConnectionsDriscoll, George C., Jr.Errata

Discussion: The Effective Length of Unbraced Singal Story ColumnsGreen, Robert W.

Discussion: Design Example for Beams with Web OpeningsRedwood, R.G.

Discussion: Rapid Selection of Column Base PlatesDouty, R.T.

19771st QuarterFracture and Fatigue Control in Steel StructuresRolfe, S.T.

Capacity of Columns with Splice ImperfectionsPopov, Egor P.Stephen, Roy M.

Composite Beams with Formed Steel DeckFisher, John W.Grant, John A., Jr.Slutter, Roger G.

Errata: A Practical Method of Second Order Analysis (Part 1 - Pin Jointed Systems)LeMessurier, William J.

Errata: A New Design For Torsion Resistant Suspension BridgesSamelson, Harold

Disscussion: Drift Reduction Factors for Belted High-Rise StructuresMcNabb, J.W.Muvdi, B.B.

Disscussion: On Inelasic Column BucklingMatz, Charles A.

Disscussion: Rapid Selection of Column Base PlatesBird, William R.

2nd QuarterA Practical Method of Second Order Analysis Part 2; Rigid FramesLeMessurier, William J.

Multistory Rigid Frames with Composite Girders Under Gravity and Lateral ForcesSchaffhausen, Robert J.Wegmuller, Anton W.

Direct Feasible and Optimal Design of Laterally Unsupported Beams*Brandt, G. Donald

3rd QuarterFloor Vibrations and Cantilevered ConstructionHendrick, William E.Murray, Thomas M.

Yield Line Analysis of Bolted Hanging ConnectionsDranger, Thomas S.Discussion

Simplified Design for Torsional Loading of Rolled Steel MembersLin, Phillip H.DiscussionDiscussionErrata

A Rational Approach to Fire Engineering Design of Steel BuildingsMagnusson, Sven ErikPettersson, OveThor, Jorgen

Discussion: A New Design For Torsion Resistant Suspension BridgesBirdsall, BlairSamelson, Harold

Errata: Effective Length of Columns with Semi-Rigid ConnectionsDriscoll, George C., Jr.

4th QuarterFatigue Strength of Steel Members with Welded Details (T.R. Higgins Award)Fisher, John W.Yen, Ben T.

Mill Building Design ProcedureBakota, John F.DiscussionDiscussion

The Mysterious 1/3 Stress IncreaseEllifritt, Duane S.

History of Steel Beam DesignGalambos, Theodore V.

19781st QuarterAn Introduction to Load and Resistance Factor Design for Steel BuildingsHansell, W.C.Pinkham, C.W.

Proposed Criteria for Load and Resistance Factor DesignGalambos, Theodore V.Ravindra, M.K.Errata

LRFD Design Office StudyWiesner, Kenneth B.

Discussion: Simplified Design for Torsional Loading of Rolled Steel MembersLin, Phillip H.

Discussion: Yield Line Analysis of Bolted Hanging ConnectionsDranger, Thomas S.

2nd QuarterSeismic Drift Control and Building Periods (T.R. Higgins Award)Teal, Edward J.Discussion

A Fresh Look at Bolted End- Plate Behavior and DesignKrishnamurthy, N.ErrataDiscussion

Graphical Aid for Design of Base Plate Subjected to MomentMaitra, N.Errata

End Restraints on Steel Joist Floor VibrationsCarrle, GuntherWang, Leon Ru-Liang

Fire Safety Of External Building Elements--The Design ApproachLaw, MargaretErrata

Discussion: Mill Building Design ProcedureGogate, Anand B.

Discussion: Simplified Design for Torsional Loading of Rolled Steel Members (Lin)Lin, Phillip H.

Errata: Proposed Criteria for Load and Resistance Factor DesignGalambos, Theodore V.Ravindra, M.K.

3rd QuarterDesign of an Eccentrically Braced Steel FramePopov, Egor P.Roeder, Charles W.

Shear in Beam-Column Joints in Seismic Design of Steel FramesKrawinkler, Helmut

Discussion: Seismic Drift Control and Building PeriodsBerg, Glen V.

A Method for the Plastic Design of Unbraced Multistory FramesDe Buen, Oscar

The AISC Quality Certification ProgramPeshek, Charles, Jr.

Errata: Fire Safety of External Building Elements--The Design ApproachLaw, Margaret

4th QuarterBehavior of Bearing Critical Double-Angle Beam ConnectionsBirkemoe, Peter C.Gilmor, Michael I.

Fire Resistance of Structural SteelLie, T.T.

Box Girder Bridge Design; State of the ArtHeins, Conrad P.

Discussion: Mill Building Design ProcedureDiefenderfer, C.F.

Errata: A Fresh Look at Bolted End-Plate Behavior and DesignKrishnamurthy, N.

Errata: Graphical Aid for Design of Base Plate Subjected to MomentMaitra, N.

19791st QuarterPlastic Design Aids for Pinned-Base Gabled FramesBeskos, Dimitrios E.Manolis, George D.

Allowable Axial Stresses in Segmented ColumnsBarnes, D.W.Mangelsdorf, C.P.

Analysis of Vierendeel Frames for DeflectionsAbdul-Shafi, A.

Combined Shear and Tension on Grouted Base DetailsAdihardjo, RiantoSoltis, Lawrence A.

2nd QuarterAnalysis and Design of Framed Columns Under Minor Axis BendingKanchanalai, T.Lu, Le-WuDiscussion

Strength Design in Steel Using Programmable CalculatorsAnderson, James C.

Discussion: A Fresh Look at Bolted End-Plate Behavior and DesignAgerskov, HenningGriffiths, John D.Krishnamurthy, N.McGuire, WilliamRimmer, Norman W.Wooten, J.M.

3rd QuarterHuman Response to Wind-Induced Motion of Buildings (T.R. Higgins Award)Hansen, Robert J.Reed, John W.Vanmarcke, Erik H.

Prefabricated Press-Formed Steel T-Box Girder Bridge SystemGangaRao, H.V.S.Taly, Narendra

Optimum Design of Steel Pipe RacksArya, Suresh C.Feng, Edward G.Pincus, George

A Simple Formula for the Polar Second Moment of Area of a Regular Skew-Symmetric Bolt GroupBradfield, C.D.Irvine, H.M.

4th QuarterA Specification for the Design of Steel-Concrete Composite ColumnsStructural Stability Research Council, Task Group 20

Efficiency of Tubular Framing for Medium-Height BuildingsLeffler, Robert E.

Plastic Design of Steel Floor BeamsHawes, William H.Errata

Discussion: Analysis and Design of Framed Columns Under Minor Axis BendingNethercot, D.A.

Errata: A Simplified Method for the Flexural Design of Stiffened Hybrid GirdersChong, Ken P.

19801st QuarterMoment Resisting Connections for Mixed ConstructionHawkins, Neil M.Mitchell, DenisRoeder, Charles W.

Steel Supported Masonry WallsSoltis, Lawrence A.Tuan, Young-Bee

One Engineer's OpinionFisher, James M.

Elastic Buckling of a Column Under Varying Axial ForceShrivastava, Suresh C.

Anchor Bolt Design for Shear and TensionKharod, Umesh J.

2nd QuarterComputer-Aided Design of Stub-Girder SystemGotschall, John A.Wang, P.C.

Torsional Strength and Stiffness of Steel StructuresShermer, Carl L.

The Analysis and Design of Single Plate Framing ConnectionsGillett, Paul E.Kriegh, James D.Lewis, Brett A.Richard, Ralph M.

3rd QuarterSome Aspects of Stub-Girder Design (T.R. Higgins Award)Bjorhovde, ReidarZimmerman, T.J.

An Update on Eccentric Seismic BracingPopov, Egor P.

A Cautionary Note on Beam CopesMilek, W.A.

Fast Design of Beams with Cb Greater Than 1.0Burgett, Lewis B.Tide, Raymond H.R.

8th Edition Manual Errata

4th QuarterPlastic Design of Unbraced Multistory Steel Frames with Composite BeamsDe Buen, Oscar

Eccentrically Loaded Weld Groups; AISC Design TablesTide, Raymond H.R.Errata

Calculation of Effective Lengths of Stepped ColumnsAgrawal, Krishna M.Stafiej, Andrew P.Errata

Detailing to Achieve Practical Welded FabricationBlodgett, Omer W.

19811st QuarterAn Experimental Look at Bracket-Loaded WebsAinso, HeinoHoptay, Joseph M.Discussion

Generalized Design of Columns Subjected to Combined Axial Load and Bending MomentMonasa, FrankSnyder, John K.

Connections Between Steel Frames and Concrete WallsHawkins, Neil M.Roeder, Charles W.

Errata: Eccentrically Loaded Weld Group--AISC Design TablesTide, Raymond H.R.

Errata: Plastic Design of Steel Floor BeamsHawes, William H.

2nd QuarterPreliminary Analysis and Member Sizing of Tall Tubular Steel BuildingsEl Nimeiri, Mahjoub M.Tang, John W.Wong, Chow H.

Analysis and Design of a Web Connection in Direct TensionAnand, Subhash C.Bertz, Richard F.

A Graphical Method for Design of Cantilevered and Suspended Span BeamsMehta, Purushottam B.

Nomograph for Design of Power Plant and Industrial Precipitator ShellMaitra, N.

Stress Reduction Factor for Unsupported LengthsRoy, Ranjit

Acceptability Criterion for Occupant-Induced Floor VibrationsMurray, Thomas M.

3rd QuarterLoad and Resistance Factor Design (T.R. Higgins Award)Galambos, Theodore V.

Structural Details in Industrial BuildingsFisher, James M.DiscussionDiscussion

Stability of Metal Structures- A World View (Part 1)SSRC, ECCS, LRCJ,CMEADiscussion

Discussion: An Experimental Look at Bracket-Loaded WebsSears, Frank D.

Errata: Calculation of Effective Lengths of Stepped ColumnsAgrawal, Krishna M.Stafiej, Andrew P.

Book Review: Structural Design of Tall Steel Buildings, Vol. SBHaaijer, Geerhard

4th QuarterDesign Aids for Single-Plate Framing ConnectionsDisque, Robert O.Young, Ned W.Discussion

Eccentrically Braced Frame Construction--A Case HistoryLibby, James R.Discussion

Stability of Metal Structures- A World View (Part 2)SSRC, ECCS, LRCJ,CMEADiscussion

19821st QuarterPredesigned Bolted Framing Angle ConnectionsAmerican Institute of Steel Construction

Computing The Effective Plastic MomentCarskaddan, Phillip S.Grubb, Michael A.Haaijer, Geerhard

Suggestions for Avoiding Beam- to- Column Web Connection FailureBeedle, Lynn S.Driscoll, George C., Jr.

Plastic Behavior of Beams with Mid-Depth Web OpeningsAfifi Aglan, AhmedQaqish, Samih

Stability of Metal Structures--A World View (Part 3)SSRC, ECCS, LRCJ,CMEA

2nd QuarterDesign of W-Shapes for Combined Bending and TorsionJohnston, Bruce G.ErrataDiscussionDiscussionDiscussionErrataCorrection

Steel Members Subject to Axial Tension and Biaxial Bending MomentsHsu, C.T.T.

Errata: Simplified Design for Torsional Loading of Rolled Steel MembersLin, Phillip H.

Calculator Program for Determining Properties of Built-up or Composite MembersGossett, Stephen R.Discussion

Rapid Determination of Ultimate Strength of Eccentrically Loaded Bolt GroupsBrandt, G. DonaldDiscussionDiscussionDiscussion

Stability of Metal Structures- A World View (Part 4)SSRC, ECCS, LRCJ,CMEA

Discussion: Structural Details in Industrial BuildingsFisher, James M.Marx, Christopher

Discussion: Stability of Metal Structures--A World View (Part 2)Wolchuk, Roman

Discussion: Stability of Metal Structures--A World View (Part 1)Clark, J.W.

3rd QuarterSeismic Steel Framing Systems for Tall BuildingsPopov, Egor P.

A General Solution for Eccentric Loads on Weld GroupsBrandt, G. Donald

Lateral Wind Bracing Requirements for Steel Composite BridgesHeins, Conrad P.Hou, C.K.Kato, H.

Errata: Design of W-Shapes for Combined Bending and TorsionJohnston, Bruce G.

Effect of Hole-Making on the Strength of Double Lap JointsIwankiw, Nestor R.Schlafly, Thomas

Discussion: Design Aids for Single-Plate Framing ConnectionsGriffiths, John D.

4th QuarterTips for Avoiding Crane Runway ProblemsRicker, David T.

Allowable Stress for Bending MembersMaitra, N.Discussion

Design of Single Plate Framing Connections with A307 BoltsHormby, David E.Kriegh, James D.Richard, Ralph M.DiscussionDiscussion

Discussion: Calculator Program for Determining Properties of Built-Up or Composite MembersChesson, E., Jr.

Discussion: Rapid Determination of Ultimate Strength of Eccentrically Loaded Bolt GroupsMarsh, Cedric

Discussion: Design of W-Shapes for Combined Bending and TorsionSalmon, Charles G.

19831st QuarterCalculation of Wind Drift in Staggered-Truss BuildingsLeffler, Robert E.

End Restraint and Column Design Using LRFDChen, Wai-FahLui, E.M.Discussion

Considerations in the Design of Bolted Joints for Weathering SteelBrockenbrough, R.L.

Discussion: Rapid Determination of Ultimate Strength of Eccentrically Loaded Bolt GroupsBrandt, G. DonaldIwankiw, Nestor R.

2nd QuarterBuckling of One-Story FramesSchilling, Charles G.DiscussionClosure

Design of Headed Anchor BoltsHaninger, Edward R.Shipp, John G.Discussion

Steel Shear Walls for Existing BuildingsBaldelli, Joseph A., Jr.

Some Economic Considerations for Composite Floor BeamsLorenz, Robert F.

Discussion: Design of W-Shapes for Combined Bending and TorsionLin, Phillip H.

Discussion: Rapid Determination of Ultimate Strength of Eccentrically Loaded Bolt GroupsIwankiw, Nestor R.

3rd QuarterInteractive Computer Graphics in Steel Analysis/Design--A Progress ReportMcGuire, WilliamPesquera, Carlos I.

The Importance of Tension Chord BracingFisher, James M.Discussion

Economics of Low-Rise Steel-Framed StructuresRuddy, John L.

Discussion: Allowable Stress for Bending MembersParikh, Prabhakar

Discussion: Eccentrically Braced Frame Construction--A Case HistoryPopov, Egor P.

4th QuarterSteel Box Girder Bridges-Design Guides and MethodsHeins, Conrad P.

Design of Lightly Loaded Steel Column Base PlatesMurray, Thomas M.

Web Design Under Compressive Edge LoadsElgaaly, Mohamed

Lateral Stiffness of Core/Outrigger SystemsBoggs, P.C.Gasparini, D.A.

Analysis of Knee-Braced Portal Frames for Vertical LoadingSurtees, John O.Vilas, Howard K.

19841st QuarterEffect of End Restraint on Column Strength-Practical ApplicationsBjorhovde, ReidarDiscussionDiscussion

Vertically Curved Girder FlangesNair, R. ShankarErrata

Note on Beam-Column Moment Amplification FactorIwankiw, Nestor R.Discussion

Fast Check for Laterally Supported Beam CapacityOdeh, M. DavidDiscussion

End-Plate Moment Connections- Their Use and MisuseGriffiths, John D.Errata

Safe Load for Laterally Unsupported AnglesLay, M.G.Leigh, J.M.Thomas, B.F.

Structural System--Getty Plaza TowerWong, Charles

Engineering for Steel ConstructionDisque, Robert O.

Introduction to the Proposed AISC Load and Resistance Factor Design SpecificationEdinger, John A.

Discussion: Design of W-Shapes for Combined Bending and TorsionJohnston, Bruce G.

Errata: Design of W-Shapes for Combined Bending and TorsionJohnston, Bruce G.

2nd QuarterFinite Element Modeling of Girders with Large Web OpeningsBerak, E.G.Watwood, V.B.

Structural Engineering for the 80's and BeyondMcGuire, William

Errata: End-Plate Moment Connections: Their Use and MisuseUnknown Author

Economical Steel Plate Girder BridgesEconomical Steel Plate Girder BridgesKnight, Richard P.

Discussion: End Restraint and Column Design Using LRFDAbrahams, Michael J.Chen, Wai-FahLui, E.M.Tide, Raymond H.R.Yoganandan, Naryan

Simplified Approach to the Analysis and Design of Columns with ImperfectionsChen, Wai-FahLui, E.M.

Discussion: Design of Headed Anchor BoltsHaninger, Edward R.Sherman, William C.Shipp, John G.

Book Review: Detailing for Steel Construction (AISC)Stanczak, John S.

Design Aid for Deflection of Simple Beams Under Concentrated LoadsMazzarella, M. Max, Sr.

Discussion: The Importance of Tension Chord BracingFisher, James M.

3rd QuarterSingle-Plate Framing Connections with Grade-50 Steel and Composite ConstructionHormby, David E.Kriegh, James D.Richard, Ralph M.Errata

Bracing Connections for Heavy ConstructionThornton, William A.

Industrial Buildings-Guidelines and CriteriaFisher, James M.

A Composite Girder System for Joist Supported SlabsRongoe, James

Column Web Compression Strength at End-Plate ConnectionsHendrick, AlanMurray, Thomas M.

Discussion: Fast Check for Laterally Supported Beam CapacityFleischer, Walter H.Odeh, M. David

Bolted Shear Connections with Painted SurfacesFouad, Fouad H.Frank, Karl H.Yura, Joseph A.

Concrete Slab Stresses in Partial Composite Beams and GirdersLorenz, Robert F.Stockwell, Frank W., Jr.Errata

4th QuarterThe Application of Flexural Methods to Torsional Analysis of Thin-walled Open SectionsBoothby, Thomas E.Discussion

Direct Determination of Required Rigidities for Multiple-Bracing FramesWechsler, Marius B.

Discussion: Buckling of One-Story FramesCorrenti, Dan S.Springfield, JohnZweig, Alfred

Closure: Buckling of One-Story FramesSchilling, Charles G.

Discussion: Structural Details in Industrial BuildingsFisher, James M.

Adjusting the Beam-line Method for Positive-moment YieldingCarskaddan, Phillip S.Grubb, Michael A.Haaijer, Geerhard

Correction: Design of W-Shapes for Combined Bending and TorsionJohnston, Bruce G.

Discussion: Design of Single Plate Framing Connections with A307 BoltsBecker, Edward P.Richard, Ralph M.

Analysis of Knee-braced Portal Frames for Vertical Loading: Part 2-Columns of Unequal StiffnessSurtees, John O.Vilas, Howard K.

Nonlinear Analysis of Eccentric Bolted ConnectionsRutenberg, Avigdor

19851st QuarterDesign and Optimization of Plate Girders and Weld-fabricated Beams for Building ConstructionFleischer, Walter H.

Errata: Concrete Slab Stresses in Partial Composite Beams and GirdersLorenz, Robert F.Stockwell, Frank W., Jr.

Errata: Single-Plate Framing Connections with Grade-50 Steel and Composite ConstructionHormby, David E.Kriegh, James D.Richard, Ralph M.

Bracket Loaded Webs with Low Slenderness RatiosAinso, HeinoBatson, Gordon B.Hopper, Bruce E.

Automated Search for Optimal Standard SectionsGinsburg, S.Kaaz, G.

A General Solution for the Governing Bending EquationMoore, William E., IIDiscussion

Multiple Bolt Anchorages: Method for Determining the Effective Projected Area of Overlapping Stress ConesBurdette, Edwin G.Marsh, M. LeeErrata

Anchorage of Steel Building Components to ConcreteBurdette, Edwin G.Marsh, M. Lee

Bin Supports--A Caution to DesignersMoore, Jay P.Discussion

Discussion: Effect of End Restraint on Column Strength-Practical ApplicationsBjorhovde, ReidarChen, Wai-FahGerstle, Kurt H.Lui, E.M.

Discussion: Note on Beam-Column Moment Amplication FactorLu, Le-WuYura, Joseph A.

Discussion: Design of Single-Plate Framing Connections with A307 BoltsBecker, Edward P.Richard, Ralph M.

2nd QuarterDeflections of Stepped Beams and GirdersYamamoto, Y. Eugene

Procedure for a Design and Analysis of Hanger-type ConnectionsAstaneh-Asl, Abolhassan

Prying Action- A General TreatmentThornton, William A.

Discussion: Effect of End Restraint on Column Strength--Practical ApplicationsBjorhovde, Reidar

New Design Criteria for Gusset Plates in TensionBjorhovde, ReidarHardash, Steve G.

Errata: Vertically Curved Girder FlangesNair, R. Shankar

Book Review: Design of Steel Bins for Storage of Bulk Solids (Gaylord & Gaylord, Prentice-Hall, 1984)Iwankiw, Nestor R.

Approximate Stiffness and Bending Strength for Compact-Rolled SectionsLampitt, Edwin A.Discussion

Bolt Preload Measurements Using Ultrasonic MethodsNotch, James S.

3rd QuarterColumns with End Restraint and Bending in Load and Resistance Factor DesignChen, Wai-FahLui, E.M.Errata

Allowable Bending Stresses for Overhanging MonorailsTanner, N. Stephen

Effect of Burrs on Bolted Friction ConnectionsPolyzois, D.Yura, Joseph A.

Computer-Aided Analysis and Design of Steel FramesMehringer, VincentOrbison, James G.Pierson, GeorgeErrata

Testing Method to Determine Slip Coefficient for Coatings Used in Bolted JointsFrank, Karl H.Yura, Joseph A.

4th QuarterLRFD Analysis and Design of Beams with Partially Restrained ConnectionsGoverdhan, ArvindLindsey, Stanley D.Loannides, Socrates A.

A Unified Approach for Stability Bracing RequirementsFisher, James M.Lutz, Leroy A.

Effective Width Criteria for Composite BeamsBjorhovde, ReidarVallenilla, Cesar R.

Discussion: The Application of Flexural Methods to Torsional Analysis of Thin-walled Open SectionsBoothby, Thomas E.

A Design Aid for Connection Angle Welds Subjected to Combined Shear and Axial LoadsKane, ThomasLoomis, Kenneth M.Thornton, William A.

19861st QuarterStepped Columns: A Simplified Design MethodCastiglioni, Carlo A.

Cyclic Behavior of Large Beam-column AssembliesAmin, Navin R.Louie, Jason J.C.Popov, Egor P.Stephen, Roy M.

Tension Butt Joints with Bolts and Welds in CombinationBowman, Mark D.Jarosch, K.H.

Errata: Computer-aided Analysis and Design of Steel FramesMehringer, VincentOrbison, James G.Pierson, George

Discussion: A General Solution for the Governing Bending EquationBudeshtsky, Rudolf J.

Writing for Publication: The Engineer's ObligationFriedstein, Harriet

Effective Length Factor for the Design of X-bracing SystemsEl-Tayem, Adel A.Goel, Subhash C.

2nd QuarterThe Disposable Knee-bracing Technique in Steel FramesAristizabal-Ochoa, J. Dario

A Programmable Solution for Stepped Crane ColumnsMoore, William E., II

Some Design Considerations for Composite-frame StructuresGriffis, Lawrence G.

Effect of Overspray and Incomplete Masking of Faying Surfaces on the Slip Resistance of Bolted ConnectionsFrank, Karl H.Polyzois, D.

Discussion: Bin Supports--A Caution to DesignersMoore, Jay P.

Use of High-strength Steel for Simply Supported BeamsWechsler, Marius B.

Limit Analysis and Plastic Design of Grid SystemsVukov, Ante

Design Loads for Seated-beam in LRFDBrockenbrough, R.L.Garrett, J.H., Jr.

3rd QuarterPlastic Analysis of Pinned-base Haunched Gable FramesParsanejad, S.

The Use of Jumbo Shapes in Non-column ApplicationsAmerican Institute of Steel Construction

Design Solutions Utilizing the Staggered-steel Truss SystemCohen, Michael P.

Ponding of Concrete Deck FloorsRuddy, John L.

Discussion: Approximate Stiffness and Bending Strength for Compact-rolled SectionsLampitt, Edwin A.

Deformations in Cold-bent HSS MembersBrady, FrankKennedy, John B.Seddeik, Mokhtar

Combined Shear and Tension StressesGoel, Subhash C.

A Modified Tube Concept for Tall BuildingsNair, R. Shankar

4th QuarterEarthquake-resistant Design of Double-angle BracingsAstaneh-Asl, AbolhassanGoel, Subhash C.Hanson, Robert D.Errata

Viscoelastic Damping Devices Proving Effective in Tall BuildingsCaldwell, D.B.

Least Cost Computer-aided Design of Steel GirdersAnderson, Katherine E.Chong, Ken P.

Moments on Beam-Columns with Flexible Connections in Braced FramesBrown, Jack H.

Erecting the Staggered-truss System: A View from the FieldHassler, Arthur E.

A Beam Design Aid for Structural TubingSiddiqui, Faruq M.A.

19871st QuarterThe AASHTO Guide Specification for Alternate Load-factor Design Procedures for Steel Beam BridgesGrubb, Michael A.

Plate Girder Design Using LRFDZahn, Cynthia J.

Lateral Load Distribution in Multi-girder BridgesWalker, William H.Correction

Design of a Rolled Beam Bridge by New AASHTO Guide Specification for Compact Braced SectionsHolt, Robert C.Hourigan, Edward V.

Computer-aided Design of Horizontally Curved Girders by the V-load MethodPoellot, William N., Jr.

2nd QuarterBehavior of Semi-rigid Composite ConnectionsAmmerman, DouglasLeon, Roberto T.

Experience with Use of Heavy W Shapes in TensionFisher, John W.Pense, Alan W.

Errata: Earthquake-Resistant Design of Double-angle BracingUnknown Author

The Significance of Weld Continuities Regarding Plastic FailureGresnigt, A.M.

The Economies of LRFD in Composite Floor BeamsZahn, Mark C.

3rd QuarterJointless Bridge DecksWasserman, Edward P.

Mill Building Frame Analysis: Distribution of Lateral LoadsVilas, Howard K.Errata

Applications of Orthotropic Decks in Bridge RehabilitationWolchuk, Roman

Design of Diagonal Cross Bracings: Part 1 Theoretical StudyBeaulieu, D.Picard, A.Discussion

Material Considerations in Structural Steel DesignBarsom, J.M.Discussion

4th QuarterSimplified Frame Design of Type PR ConstructionAckroyd, Michael H.

Semi-rigid Composite Steel FramesAmmerman, DouglasLeon, Roberto T.Lin, JihshyaMcCauley, Robert D.

Composite Cable-stayed Bridges The Concept with the Competitive EdgeTaylor, Peter R.

Design for Eccentric and Inclined Loads on Bolt and Weld GroupsIwankiw, Nestor R.Discussion

19881st QuarterField Welding to Existing Steel StructuresRicker, David T.

A Conceptual Approach to Prevent Crack-related Failure of Steel BridgesMcNamara, Michael P.Verma, Krishna K.

Columns: From Theory to PracticeBjorhovde, Reidar

Understanding Composite Beam Design Methods Using LRFDLorenz, Robert F.

Flexural-torsional Buckling for Pairs of Angles Used as ColumnsBrandt, G. Donald

Code of Standard Practice For Steel Buildings and BridgesUnknown Author

2nd QuarterDesign of 8-bolt Stiffened Moment End PlatesKukreti, Anant R.Murray, Thomas M.Discussion

Discussion: Simplified Design of 8-Bolt Stiffened Moment End PlatesGriffiths, John D.Wooten, J.M.

Optimal Design of Cantilever-suspended GirdersGurfinkel, German

Errata: Columns with End Restraint and Bending in Load and Resistance Factor DesignChen, Wai-FahLui, E.M.

Design of Partially or Fully Composite Beams with Ribbed Metal Deck Using LRFD SpecificationsFoley, Christopher M.Vinnakota, Murthy R.Vinnakota, Sriramula

LRFD and the Structural Engineering CurriculumGeschwindner, Louis F.

3rd QuarterA Practical P-Delta Analysis Method for Type FR and PR FramesLui, E.M.DiscussionErrata

Connection Flexibility and Beam Design in Non-sway FramesDavison, J. BuickKirby, Patrick A.Nethercot, D.A.

Effect of Connector Spacing and Flexural-torsional Buckling on Double-angle Compressive StrengthHaaijer, GeerhardZahn, Cynthia J.

Parking Structure with a Post-tensioned DeckBakota, John F.

Errata: Mill Building Frame Analysis: Distribution of Lateral LoadsVilas, Howard K.

Discussion: Design for Eccentric and Inclined Loads on Bolts and Weld GroupsIwankiw, Nestor R.Traian, Miguel

4th QuarterPreliminary Minimum Weight Design of Moment Frames for Lateral LoadingGrigorian, MarkGrigorian, Carl

A New Approach to Floor Vibration AnalysisTolaymat, Raed A.

Secondary Stresses in TrussesNair, R. Shankar

Plastic Collapse Load of Continuous Composite Plate GirdersGalambos, Theodore V.Kubo, Masahiro

Design of Diagonal Cross-bracings Part 2: Experimental StudyBeaulieu, D.Picard, A.CorrectionDiscussion

Reinforcing Loaded Steel Compression MembersBrown, Jack H.

19891st QuarterServiceability Guidelines for Steel StructuresEllingwood, Bruce R.

Design of Tee Framing Shear ConnectionsAstaneh-Asl, AbolhassanNadar, Marwan N.

Design of Single Plate Shear ConnectionsAstaneh-Asl, AbolhassanCall, Steven M.McMullin, Kurt M.Discussion

The Reinforcement of Steel ColumnsTall, Lambert

2nd QuarterColumn Flange Strength at Moment End-Plate ConnectionsCurtis, Larry E.Murray, Thomas M.

Performance of Large Seismic Steel Moment Connections Under Cyclic LoadsPopov, Egor P.Tsai, K.C.Errata

Uniform Pin-based Crane Columns, Effective LengthsFraser, Donald J.

Eccentrically Braced Frames: U.S. PracticeEngelhardt, Michael D.Popov, Egor P.Ricles, James M.

3rd QuarterSome Practical Aspects of Column Base SelectionRicker, David T.

Correction: Lateral Load Distribution in Multi-girder BridgesWalker, William H.

Correction: Design of Diagonal Cross-bracings Part 2: Experimental StudyBeaulieu, D.Picard, A.

The Results of Experiments on Seated Beam ConnectionsDailey, Ronald H.Roeder, Charles W.

Variation of Lift Load Distribution Due to Sling Length ToleranceDuerr, DavidErrata

Survey of Existing Studies on the Strength and Deformation of Spherical Joints in Steel Space TrussesArciszewski, T.Olowokere, O.D.Uduma, K.

What Structural Engineers and Fabricators Need to Know About Weld MetalMiller, Duane K.

Selecting Laterally Unsupported Beams of Least WeightBrandt, G. Donald

Design Aid for Required Moment of Inertia of Simple BeamsEisenman, Mark L.

4th QuarterAutostress Design Using Compact Welded BeamsGrubb, Michael A.

On Beam-Column Moment Amplification FactorChen, Wai-FahDuan, LianSohal, Iqbal S.Discussion

Cambering Steel BeamsRicker, David T.

Flexural-Torsional Buckling and its Implications for Steel Compression Member DesignIwankiw, Nestor R.Zahn, Cynthia J.

Discussion: Design of Diagonal Cross-Bracings-Part 1: Theoretical Study; Part 2: Experimental StudyBeaulieu, D.Picard, A.Stoman, Sayed H.

19901st QuarterSemi-Rigid Composite Connections for Gravity LoadsAmmerman, DouglasLeon, Roberto T.

Unbraced Frames with Semi-Rigid Composite ConnectionsAmmerman, DouglasLeon, Roberto T.

Behavior and Design of Flexibly- Connected Building FramesAckroyd, Michael H.Gerstle, Kurt H.

Notes on Bracing DesignWyczolkowski, Adam

Approximate Plastic Modulus of Wide Flange Beam SectionsGilsanz, Ramon

Allowable Bending Stress of Steel PipesChakrabarti, S.K.

Discussion: A Practical P-Delta Analysis Method for Type FR and PR FramesCarskaddan, Phillip S.Lui, E.M.

Discussion: Material Considerations in Structural Steel DesignStecich, J.

Errata: Performance of Large Seismic Steel Moment Connections Under Cyclic LoadsPopov, Egor P.Tsai, K.C.

Errata: Variation of Lift Load Distribution Due to Sling Length ToleranceDuerr, David

Errata: A Practical P-Delta Analysis Method for Type FR and PR FramesLui, E.M.

2nd QuarterDesign of Connectors in Web-Flange Beam or Girder SplicesGreen, Deborah L.Kulak, Geoffrey L.

The In-Plane Stability of a Frame Containing Pin-Based Stepped ColumnsFraser, Donald J.

Practical Analysis of Semi- Rigid FramesBarakat, MunzerChen, Wai-Fah

Electronic Spreadsheet Tools for Semi- Rigid FramesAckroyd, Michael H.

LRFD Aid for Tubeshaped BeamsSiddiqui, Faruq M.A.Usman, Ali

Automated Second-Order Elastic Analysis for Steel Space FramesFolse, Michael D.Harris, Barton H.

3rd QuarterExperimental Study of Gusseted ConnectionsGross, John L.

Hardness Testing of Thermal Cut Edges of SteelWilson, Alexander D.

Inconsistencies in Column Base Plate Design in the New AISC ASD ManualAhmed, SalahuddinKreps, Robert R.

Design of Small Base Plates for Wide Flange ColumnsThornton, William A.

LRFD Beam Tables for Structural TubesSputo, Thomas

Short Span Pre-Stressed Steel BridgesDensford, Thomas A.Hendrick, Thomas L.Murray, Thomas M.

Discussion: Design of Single Plate Shear ConnectionsRichard, Ralph M.

Errata: Flexural-Torsional Buckling and its Implications for Steel Compression Member DesignIwankiw, Nestor R.Zahn, Cynthia J.

4th QuarterReinforcing Steel Members and the Effects of WeldingTide, Raymond H.R.

Behavior of a Two-Span Continuous Plate Girder Bridge Designed by the Alternate Load Factor MethodGrubb, Michael A.Moore, Mark

Proposed Revision of the Equivalent Axial Load Method for LRFD Steel and Composite Beam-Column DesignLeet, Kenneth M.Uang, Chia-MingWattar, Samer W.

A Method To Predict the Fire Resistance of Steel Building ColumnsAlmand, K.H.Lie, T.T.

Discussion: On Beam-Column Moment Amplification FactorDumonteil, Pierre

Design of Base Plates for Wide Flange Columns: A Concatenation of MethodsThornton, William A.

19911st QuarterFull-Scale Tests of Butt-Welded Splices in Heavy-Rolled Steel Sections Subjected to Primary Tensile StressesBruneau, MichelMahin, Stephen A.

Top-and-Seat-Angle Connections and End-Plate Connections: Snug vs. Fully Pretensioned BoltsChasten, Cameron P.Driscoll, George C., Jr.Fleischman, Robert B.Lu, Le-Wu

Designing Longitudinal Welds for Bridge MembersAlexander, Warren G.

Load Combinations for Buildings Exposed to FiresCorotis, Ross B.Ellingwood, Bruce R.

Redundancy in Highway BridgesFrangopol, Dan M.Nakib, Rachid

2nd QuarterDesign Analysis of Semi-Rigid Frames: Evaluation and ImplementationBarakat, MunzerChen, Wai-Fah

Tables for Equal Single Angles in CompressionWalker, Wayne W.

1989 AISC Specification (Ninth Edition) Allowable Bending Stress Design AidHulshizer, Allen J.

A Simplified Look at Partially Restrained BeamsGeschwindner, Louis F.

Design Strength of Schifflerized Angle StrutsAdluri, Seshu Madhava RaoMadugula, Murty K.S.

3rd QuarterBeam Design in PR Braced Steel FramesZandonini, RiccardoZanon, Paolo

Buckling of Prestressed Steel GirdersBradford, Mark A.

Building Floor VibrationsMurray, Thomas M.Errata

Reuse of A325 and A490 High-Strength BoltsBetancourt, MiguelBowman, Mark D.

U.S. Seismic Steel CodesPopov, Egor P.

Stiffness Reduction Factor for LRFD of ColumnsHarichandran, Ronald S.

Editor's Note: 1989 AISC Specification (Ninth Edition) Allowable Bending Stress Design Aid (paper by Allen J. Hulshizer)Unknown Author

4th QuarterApplication of Second-Order Elastic Analysis in LRFD: Research to PracticeHajjar, Jerome F.White, Donald W.

Design and Construction of Lifting BeamsRicker, David T.Errata

An Analytical Criterion for Buckling Strength of Built-up Compression MembersAslani, FarhangGoel, Subhash C.

Unified Autostress MethodSchilling, Charles G.

Errata:: Building Floor VibrationsMurray, Thomas M.

19921st QuarterA Method for Incorporating Live Load Reduction Provisions in Frame AnalysisMcGuire, WilliamZiemian, Ronald D.

High-Strength Bolts for BridgesBeckmann, Fred R.Verma, Krishna K.

Reliability of Rotational Behavior of Framing ConnectionsGerstle, Kurt H.Rauscher, Thomas R.

The Significance and Application of Cb in Beam DesignZuraski, Patrick D.

An Equivalent Radius of Gyration Approach to Flexural-Torsional Buckling for Singly Symmetric SectionsBakos, Jack D.O'Leary, James A.

Forces on Bracing SystemsNair, R. Shankar

2nd QuarterNon-Slender Single Angle StrutsDagher, H.Davids, W.Elgaaly, Mohamed

Eccentrically Loaded Steel Single Angle StrutsAdluri, Seshu Madhava RaoMadugula, Murty K.S.

Flexural Strength of WT SectionsEllifritt, Duane S.Samuel, SantoshSputo, ThomasWine, Gregory

An Experimental Study of Block Shear Failure of Angles in TensionEpstein, Howard I.Errata

3rd QuarterDistortion-Induced Cracking During TransitRoddis, W.M. Kim

Load and Resistance Factor Design of Welded Box Section TrussesHenderson, J.E.Packer, Jeffrey A.Wardenier, Jaap

Analytical Criteria for Stitch Strength of Built-Up Compression MembersAslani, FarhangGoel, Subhash C.

Simple Equations for Effective Length FactorsDumonteil, PierreDiscussionCorrection

Application of Tuned Mass Dampers To Control Vibrations of Composite Floor SystemsVaicaitis, RimasWebster, Anthony C.

4th QuarterFast Check for Block ShearBurgett, Lewis B.Correction

Structural Details To Increase Ductility of ConnectionsBlodgett, Omer W.

Design Aid-Anchor Bolt Interaction of Shear and Tension LoadsScacco, Mario N.

Design Chart for Vibration of Office and Residential FloorsHatfield, Frank J.

Strength and Serviceability of Hanger ConnectionsThornton, William A.Correction

A Novel Approach for K Factor DeterminationLui, E.M.

Computers and Steel DesignMcGuire, William

19931st QuarterServiceability Limit States Under Wind LoadGriffis, Lawrence G.

Design Strength of Concentrically Loaded Single Angle StrutsZureick, A.

The Warping Constant for the W-Section with a Channel CapEllifritt, Duane S.Lue, Tony

The Economic Impact of Overspecifying Simple ConnectionsCarter, Charles J.Geschwindner, Louis F.

Discussion: Simple Equations for Effective Length FactorsMoore, William E., II

Correction: Simple Equations for Effective Length FactorsDumonteil, Pierre

Correction: Fast Check for Block ShearBurgett, Lewis B.

2nd QuarterDesign of Pipe Column Base Plates Under Gravity LoadSputo, ThomasDiscussionDiscussionCorrection

Strength of Shear Studs in Steel Deck on Composite Beams and JoistsEasterling, W. SamuelGibbings, David R.Murray, Thomas M.

Earthquakes: Steel Structures Performance and Design Code DevelopmentsMarsh, James W.

SI Units for Structural Steel DesignAmerican Institute of Steel Construction

Composite Girders with Partial Restraints: A New ApproachWexler, Neil

3rd QuarterShear Lag Effects in Steel Tension MembersEasterling, W. SamuelGonzalez Giroux, Lisa

Design Aid of Semi-rigid Connections for Frame AnalysisChen, Wai-FahGoto, Y.Kishi, N.Matsuoka, K.G.

A Tentative Design Guideline for a New Steel Beam Connection Detail to Composite Tube ColumnsAzizinamini, AtorodPrakash, Bangalore

4th QuarterDesign Criterion for Vibrations Due to WalkingAllen, D.E.Murray, Thomas M.

LRFD Analysis for Semi-Rigid Frame DesignChen, Wai-FahKing, Won Sun

Design of I-Beam to Box-Column Connections Stiffened ExternallyLee, Seng-LipShanmugam, Nandivaram E.Ting, Lia-ChoonDiscussion

Discussion: Design of Pipe Column Base Plates Under Gravity LoadIwankiw, Nestor R.Sputo, Thomas

Errata: ASD/LRFD Volume II- Connections Shear Tab Design TablesUnknown Author

19941st QuarterRemoval of Yield Stress Limitation for Composite Tubular ColumnsBjorhovde, ReidarBruce, Donald A.Kenny, John R.

Column Base Plate Design TableChhabra, Surendra J.

Ductility of Non-Compact Steel Bridge BeamsTabsh, Sami W.

Frame Response Considering Plastic Panel HingesFielding, David J.

2nd QuarterLocal Buckling Rules for Rotation CapacityDaali, M.L.Korol, R.M.

Optimal Design of Steel Frames to Enhance Overall StabilityHjelmstad, K.D.Pezeshk, S.

Composite Semi-Rigid ConstructionLeon, Roberto T.

Geometric Properties of Hot-Rolled Steel Angles Including the Effects of Toe Radii and FilletMadhava Rao Adluri, SeshuMadugula, Murty K.S.

3rd QuarterThe Accuracy of Column Stability Calculations in Unbraced Frames and the Influence of Columns with Effective Length Factors Less Than OneHajjar, Jerome F.White, Donald W.

Examination of Fillet Weld StrengthBowman, Mark D.Quinn, Brian P.

Discussion: Design of Pipe Column Base Plates Under Gravity LoadValley, Michael

Correction: Discussion of Design of Column Base Plates Under Gravity LoadIwankiw, Nestor R.Sputo, Thomas

Discussion: Design of I-Beam to Box-Column Connections Stiffened ExternallyIwankiw, Nestor R.

Low-Cycle Fatigue Behavior of Semi-Rigid Top-and-Seat Angle ConnectionsChen, Stuart S.Mander, John B.Pekcan, Gokhan

4th QuarterPractical Approaches in Mill Building Columns Subjected to Heavy Crane LoadsBendapudi, Kasi V.

A Practical Approach to the ""Leaning"" ColumnGeschwindner, Louis F.Correction

Geometrical and Mechanical Properties of Large Rolled Steel AnglesKajita, YasuyukiKojima, ToshifumiMadugula, Murty K.S.Ohama, Michihiro

19951st QuarterAn Assessment of K Factor FormulasChen, Wai-FahShanmugam, Nandivaram E.

Steel Frame Stability DesignVisser, Mike

Effects of Connection Stiffness and Plasticity on the Service Load Behavior of Unbraced Steel FramesBhatti, M. AsgharHingtgen, James E.

Inelastic Design of Steel Girder BridgesBarker, Michael G.

2nd QuarterBuckling of Webs in Unsymmetric Plate GirdersFrank, Karl H.Helwig, Todd A.

Low-Cycle Variable Amplitude Fatigue Modeling of Top-and-Seat Angle ConnectionsChen, Stuart S.Mander, John B.Pekcan, Gokhan

A Practical Approach to the ""Leaning"" ColumnGeschwindner, Louis F.

Effective Width of Composite L-Beams in BuildingsBrosnan, David P.Uang, Chia-Ming

3rd QuarterPrestressed Steel Girders for Single Span BridgesSnyder, Russell D.Discussion

Optimal Cost Design of Semi-Rigid, Low-Rise Industrial FramesGrierson, Donald E.Sherbourne, Archie N.Xu, Lei

Effective Lengths of Uniform and Stepped Crane ColumnsLui, E.M.Sun, Manqing

Influence of Cross Frames on Load Resisting Capacity of Steel Girder BridgesAzizinamini, AtorodBeacham, Michael W.Kathol, Steve

Block Shear Tests in High-Strength Steel AnglesGross, Jeremy M.Orbison, James G.Ziemian, Ronald D.

4th QuarterSteel Rigid Frames With Leaning Columns-1993 LRFD ExampleFolse, Michael D.Nowak, Paul S.Correction

Connections: Art, Science, and Information in the Quest for Economy and SafetyThornton, William A.

Partially Restrained Composite Beam-To-Girder ConnectionsEasterling, W. SamuelRex, Clinton O.

Correction: A Practical Approach to the "Leaning" ColumnGeschwindner, Louis F.

19961st QuarterThe Effect of Burrs on the Shear Capacity of Bearing ConnectionsSaleh, Y.Zwerneman, F.J.

Comparative Effectiveness of Tightening Techniques for A490 1 1/4- in. Diameter BoltsAbruzzo, JohnDahl, Joan S.Fisher, John W.Lu, Le-WuDiscussion

Optimum Cost Design of Partially Composite Steel Beams Using LRFDBhatti, M. Asghar

Effects of the Latest LRFD Block Shear Code ChangeEpstein, Howard I.

A Rational Approach to Design of Tee Shear ConnectionsThornton, William A.

Correction: Steel Rigid Frames with Leaning ColumnsFolse, Michael D.Nowak, Paul S.

Correction: Strength and Serviceability of Hanger ConnectionsThornton, William A.

2nd QuarterSpecifying Bolt Length for High-Strength BoltsCarter, Charles J.DiscussionClosure

Fatigue Life of Double Angle Tension MembersChristopher, Bradley P.Cousins, Thomas E.Stallings, J. Michael

Strengthening of Existing Composite Beams Using LRFD ProceduresMiller, John P.DiscussionCritiqueErrata

A Closer Examination of the Axial Capacity of Eccentrically Loaded Single Angle StrutsLutz, Leroy A.

Critique: Comparative Effectiveness of Tightening Techniques for A490 1-in. Diameter BoltsFlucker, Ronald L.Sharp, David F.

3rd QuarterOptimization of Large Steel Truss Structures Using Standard Cross SectionsAdeli, H.Soegiarso, R.

Improved Shear Strength of Webs Designed in Accordance with the LRFD SpecificationBradford, Mark A.DiscussionClosure

Designing With Structural TubingSherman, Donald R.

Future Use of Composite Steel-Concrete Columns in Highway BridgesItani, Ahmad M.

Discussion: Prestressed Steel Girders for Single Span BridgesKocsis, Peter

4th QuarterThe Effect of Eccentricity on Brace-to-gussetThornton, William A.

Practical Advanced Analysis for Semi-rigid Frame DesignChen, Wai-FahKim, Seung-Eock

Formulas for Beams with Semi-rigid ConnectionsKotlyar, Nathan

Block Shear of Structural Tees in Tension- Alternate PathsEpstein, Howard I.

LRFD Crane Girder Design Procedure and AidsLaman, Jeffrey A.

19971st QuarterUltimate Strength Considerations for Seismic Design of the Reduced Beam Section (Internal Plastic Hinge)Iwankiw, Nestor R.

Appendix A: Beam Gravity Load ConsiderationsIwankiw, Nestor R.

Appendix B: Corollary for Cover-Plated Connections (without RBS)Iwankiw, Nestor R.

Appendix C: Elastic Stiffness Change for Reduced Beam SectionIwankiw, Nestor R.

Appendix D: Combination Detail (RBS With Nominal End Reinforcement)Iwankiw, Nestor R.

Design of Tension Circular Flange Joints in Tubular StructuresCao, JunjiePacker, Jeffrey A.

Load and Resistance Factor Design and Analysis of Stepped Crane Columns in Industrial BuildingsKennedy, D.J.L.MacCrimmon, Robert A.

Discussion: Comparative Effectiveness of Tightening Techniques for A490 1 1/4-in. Diameter BoltsAbruzzo, JohnDahl, Joan S.Fisher, John W.Lu, Le-Wu

2nd QuarterTruss Analogy for Steel Moment ConnectionsGoel, Subhash C.Lee, Kyoung-HyeogStojadinovic, Bozidar

Optimization of Large Space Frame Steel StructuresAdeli, H.Soegiarso, R.

The Dogbone: Back to the FuturePlumier, Andre

Rational Basis for Increased Fillet Weld StrengthIwankiw, Nestor R.ErrataErrata

3rd QuarterA Summary of Changes and Derivation of LRFD Bolt Design ProvisionsCarter, Charles J.Tide, Raymond H.R.Yura, Joseph A.DiscussionClosureErrata

The Restraint Girder System- Local Web Buckling Behavior and Design ConsiderationsWexler, Neil

The Behavior and Load-Carrying Capacity of Unstiffened Seated-Beam ConnectionsBowman, Mark D.Chen, Wai-FahYang, W.H.DiscussionErrataErrata

Calculation of the Plastic Section Modulus Using the ComputerBauer, Dominique Bernard

Discussion: Specifying Bolt Length for High-Strength BoltsFlucker, Ronald L.

Closure: Specifying Bolt Length for High-Strength BoltsCarter, Charles J.

Discussion: Strengthening of Existing Composite Beams Using LRFD ProceduresKocsis, Peter

Errata: Rational Basis for Increased Fillet Weld StrengthIwankiw, Nestor R.

4th QuarterSteel Moment Frames with Ductile Girder Web OpeningGoel, Subhash C.Leelataviwat, SutatStojadinovic, Bozidar

Practical Application of Energy Methods to Structural Stability ProblemsNair, R. ShankarErrata

Low-Rise Building Wind Load ProvisionsChiu, Gregory L.F.Perry, Dale C.

Discussion: The Behavior and Load-Carrying Capacity of Unstiffened Seated Beam ConnectionsCarter, Charles J.Murray, Thomas M.Thornton, William A.Errata

Critique: Strengthening of Existing Composite Beams Using LRFD ProceduresWanant, Sompandh

19981st QuarterSteel Built-up Girders with Trapezoidally Corrugated WebsElgaaly, MohamedSeshadri, Anand

Live Load Distribution in Integral Composite Steel BridgesMourad, ShehabTabsh, Sami W.

Practical Compactness and Bracing Provisions for the Design of Single Angle BeamsEarls, C.J.Galambos, Theodore V.

Integrity of Structural Steel After Exposure to FireTide, Raymond H.R.

Discussion: A Summary of Changes and Derivation of LRFD Bolt Design ProvisionsBiren, JosephDumonteil, Pierre

Closure: A Summary of Changes and Derivation of LRFD Bolt Design ProvisionsCarter, Charles J.

2nd QuarterDesign of Crane Runway Beam with ChannelEllifritt, Duane S.Lue, Dung-Myau

Design T