Which Design Concept for Prestressed Steel? MILOSLAV TOGHACEK and FRANCIS GENE AMRHEIN

PRESTRESSED STEEL STRUCTURES are those in which, during manufacture, assembly, or exploitation, deliberate stresses are produced of precise magnitude, direction, and period of duration.

The most significant aims of prestressing are: enlarge-ment of the elastic range in which the structure works; redistribution of internal stresses or forces; improve-ment of stability; increase of fatigue resistance; de-crease in deformations; wider use of high strength steels.

Some examples of the many types of prestressed steel structures and methods of prestressing are: rigid basic structures (girders, trusses, frames, masts, towers, etc.) prestressed by high strength tendons; systems or networks of prestressed flexible strings (hanging roofs and walls, etc.);- multi-layer and hybrid beams or vessels (simultaneous use of different materials as concrete and steel, carbon steel and quenched-tempered steel, etc.) ; statically indeterminate structures pre-stressed by enforced displacement of redundant re-straints (usually by enforced shifting of some redundant supports or by compelled assembly of some elements fabricated with planned dimension "inaccuracies"); removal or exploitation of residual, secondary, or other "parasi te" stresses (from welding, temperature treatments, mechanical operations with steel in cold state, unwanted constructional rigidity of some details, etc.). Prestressed structures utilizing tendons are the most widely used and most economical.

Prestressing could be utilized in many types of steel structures of civil, naval, aircraft, mechanical, and electrical engineering, both in designing new structures and strengthening old ones. In civil engineering, prestressing could be exploited mainly in: roofing, especially of great areas; structures of industrial plat-forms; cladding and wall panels; craneway girders and crane bridges; highway, railroad and transportation

Miloslav Tochacek is Assistant Professor and Project Leader of the Institutional Research on Prestressed Steel Structures in the School of Civil Engineering, Oklahoma State University, Stillwater, Okla.

Francis Gene Amrhein is a Graduate Assistant in the School of Civil Engineering, Oklahoma State University, Stillwater, Okla.

bridges from steel or of composite design (steel and concrete); stacks, towers, masts, and piers; large sheet steel vessels, tubes and pipelines; diverse structures for various special purposes.

In the United States, many interesting prestressed steel structures have already been designed, propor-tioned, and buil t .1 - 6 In proportioning ordinary, non-prestressed steel structures, there are no special dif-ficulties or discrepancies* in using the familiar concept of allowable stress; however, this is not so in designing prestressed steel structures. In this paper, the authors wish to discuss the distinct concepts which could be used in proportioning prestressed metal structures, and to recommend the best one for common usage.

PRINCIPAL CONCEPTS IN PROPORTIONING During the design of a structure, two conditions must be considered to insure safety, to meet the service require-ments, and to provide economy; these two conditions involve the state of stress and the state of deformation, respectively. Of the two, the state of stress inherently contains more problems and merits more consideration.

State of Stress

Concept of Allowable StressesThe analysis of non-pre-stressed structures according to allowable stresses7-9 is based on a unique safety factor for all stretched, com-pressed or bent** elements (Fig. l a )

Hlim &lira / A \

V = = (1) all aall

In Eq. (1), qlim is the loading at which the stress in the material reaches the limit stress alim. (For the ma-jority of steel grades and structural shapes, this is the yielding point ayv or the yielding stress 0-0.2- But for some others, where it is difficult to determine even the yielding stress 0-0.2, as in some wire ropes, the ultimate

* Nevertheless, the present specifications for ordinary steel struc-tures are also subject to criticism, and revisions based on a new, more up-to-date base are being suggested.2021

** Assuming for the latter two that buckling or plastic behavior are not considered.

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(a) ANALYSIS OF NON-PRESTRESSED STRUCTURES ACCORDING TO ALLOWABLE STRESSES.

CTq-CTv

%a q a l i q qoll q,im=Z/ ,

tensile stress aus may be used.*) The term qall is the loading which produces stresses in the material equal to the allowable value, aaU.

T h e basic allowable stressin tension, pure com-pression, or bending (from which the values for the other types of stresses could be derived, e.g., by the use of failure theories)has been determined from the yielding point crUm = ayp using the safety factor v = 1.667 (Sec. 1.5 in Ref. 7 and Table 1.3 in Ref. 9), so that

Gail 1.667 = 0.6cru

This value corresponds9 to the expected maximum deviations, 2 5 % from the standard yield point, + 2 5 % from the standard loadings.

The term " a standard value" is hereby interpreted to mean the usual or most probable value as prescribed in specifications, codes, etc., and is explained more fully in the section regarding the Concept of Limit States Design.

For some specific wider combinations of loads (Sec. 1.57) the safety factor could be reduced to

v = 3^(1.667) = 1.25

Related to ultimate stress aUm = aus, the considered safety factor is z^ > 2.0 (Sec. 1.5.1.17), and for wire-ropes v = 1.5 through 3.0 (Sec. 103).

In the concept of allowable stresses, a structural member is considered safe if the stress produced in it due to an external load q meets the criterion

Gq <

25 33.3 50 66.7 75 RATIO OF STRESSES (Tly/GQ^ AND (Jy/(JQ\\ (%)

Fig. 2. Variation of safety factors */, v" in prestressed structures designed according to allowable stresses.

100

/ tflim V v

Qall

!f tflim

= G Um i G v

22 ksi

or G'aii = 60%o-G (Group I) a\u = 127% aall (Group II)

21

JANUARY/ 1971

<

O O

50

00

50

z/=l.67

no

~*90

_

113.3

86.7

1

120

8 0

_ _ - a * , ^ 126.7

f .&-- ' ""

^-^ __J 73.3

1

70

6 0

i 25 33.3 5 0 66.7

RATIO OF STRESSES 0, the limitation a'v < crall follows (Fig. lc) .

Concept Approaching Limit States DesignIt was probably B. Fritz13 who first attempted to do away with the liabilities of the previously mentioned concepts of analysis. The approach has also been utilized by several other authors such as W. Wrycza,14 K. H. Schneider,15

and M. Mortensen16 et al. Fritz's method is a simplified and, unfortunately, an imperfect limit states analysis (as described in the next section). The fundamental condition of safety has the form

q 0" v -^

(and the mentioned inconsistency from the point of view of limit states design) is the unchanged condition for stresses due to prestressing

<

Table 1. Design of a Prestressed Bar According to Fig. 4, General Formulas

Concept of Allowable Stresses Limit States

PQ -a

O

Strength conditions

N = 2Nt

AQ < R

Design formulas A0> Gall

A a > l

Strength conditions

N = 2Nt,X = 2Xt V ^ *aU

_ v ^ " all

N -X - v < Vail

JV = VniuNt, Z = 2rc*MZ/

_ OftvuV A ~ < R

r "T" = < /2

Z + nvuV v = : S Rv

Redundant force in tendon

X = N

1 + X = N

1 + -

Design formulas

A > N ep rj

all ( _T 1 \

4 , > iV

0?7 ( e p ~ ^ ^ ~~ V

F = # ep - V (v+l-v) 6rj

A >

Av>

N ep - V Rv(ep+]~v) N

N V =

nv

ep - y)

( e p + ^ - ^ ) 6r)

Parameters ^ . Gall, v Glim, v V . 1 1 E Rv mvkv 7.0, in the first case the allowable stress has been reduced (Sec. 7.51); in the second case, a further component of stress (expressed as a percentage of the live load stress) has been taken into account (Sec. 7.31).

ficient 6 > 1.0; another example would be a dynamic coefficient K > 1.0. On the right hand side of these for-mulas we might have a fatigue coefficient y < 1.0, etc.**

Let us illustrate the difference between the designs according to allowable stresses and limit states, respec-tively, by a simple problem. Consider a stretched bar prestressed by a high-strength tendon as shown in Fig. 4. The governing relations are assembled in Table 1 and prestress is assumed to be introduced before any load acts on the bar. Effects of dead loads are denoted by subscript g and effects of live loads by subscript p;

** The present American specifications (Sec. 7.71), instead of de-creasing the allowable stresses, increase the computed stresses.

A I S C E N G I N E E R I N G J O U R N A L

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Table 2. Design of a Prestressed Bar According to Fig. 4 and Table 1, Numerical Results

Concept of

Assumed values of parameters

Results according to formulas from Table 1

Allowable Stresses Limit States

Ng = 0.5N; Np = 0.5iV; N = Ng + Np e = i . i ; e = i.25

77 = 1.8

v = Vv = 1.667

c Gyp P 5

' ^ ^667

^ o = 1.667 d'yp

N A = 0.761

4 = 0.181 d'yp

N A + Av = 0.943

dyp

A+Al = 0.566

V = 0.365 iV"

(113%)

(106%)

(94.2%)

(103.4%)

(91.9%)

(93.8%)

7? = 1.655

ngu = 1.1; wpM = 1.3; ngX = wpw = 0; wr7, = 1.1; wj = 0.9&

hi = 0.9- p = 0.9 X 5 = 4.5; R = ^ ^ 0.9*yjl = 0 . 8 1 ^ *

^ 0 = 1.48 (100%) dyp

A - 0.720 ^ - (100%)

N 1 i4p = 0.192 (100%))

A + Av = 0.912 I (100%)

^4^ - = 0.616 (100%) Ao

V = 0.389 iV (100%) 1

Notes: a Buckling coefficient B > 1.0 could be easily controlled by arranging stabilizing diaphragms; their distance / equals the buckling length, Fig. 4.

& Cf. with Table 3. c Homogeneity factors for high strength steels have lower values than for carbon steels, cf. with Table 5.

d Difference between the U. S. requirements of safety (v = 1.667) and the continental ones (v = 1.5) expressed by a reduction factor of 1.5/1.667.

subscript i is a general notation for any type of load. Subscripts u and / at prestress accuracy factors nv designate their upper or lower value, respectively: nvu > 1.0; nvi < 1.0.

The assumed values of parameters and the numerical results are indicated in Table 2. Obviously, the limit states design brings material savings to the non-pre-stressed structures (Ao), especially because of low values of safety factor ngu 1.1 for dead loads. When the limit states design is used in the prestressed structures (A + Av), such an economy is nearly lost. This is caused chiefly by the necessity of considering both values nu < 1.0, niu > 1.0 of load factors and prestress-accuracy factors, for the sake of safety. Material is differently distributed than in the allowable stresses analysis; prestressing force V is of a greater value, economy from prestressing (A + Av)/A0 is a little less. However, the safety of the prestressed structure has grown larger due to all discrepancies being removed.

State of DeformationsThe aforementioned problems are not encountered in the analysis of deformations of prestressed structures. No matter which concept is used to design the prestressed structure, the conditions limiting the deformation are the same.

For elements falling into Group I :

q V

For elements falling into Group I I :

" + E5\ < A"

(23)

(24)

The formulas have been written in the symbols of the limit state analysis: 8q is the deformation due to the load; 8V is the deformation due to prestressing; A is the standard deformation (a limit prescribed by speci-fications).

The bars over the symbols emphasize that the deformations are computed for standard loads as

25

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requested by rules of limit states design. Also the dynamic coefficients K > 0 are not considered when checking deformations. The reason is that the deformations are checked for the frequent conditions of service and not for an extraordinary stage when the structure is shortly overloaded to the greatest possible extent (such a possi-bility is studied in the analysis of the state of stresses).

Difficulties encountered in the state of stress dis-appear, as neither the safety factor v, nor the load coefficient nor the prestress accuracy factor nv influence Eqs. (23) and (24). However, another problem arises for elements of Group I resulting from service requirements or dictated by esthetic aspects: that is, are the conditions of Eqs. (23) and (24) really suitable for prestressed structures, or should we satisfy a stricter condition:

H~8\ < A' (25) Q

Let us compare the analysis according to both conditions in an example of a simply supported beam (Fig. 5), where the deformation 8 represents the de-flection / .

The supporters of the stricter conditions, Eq. (25), consider the deflection from prestressing (Fig. 5a) as an

initial camber resulting from the manufacture of the girder (Fig. 5b); and in structures with a camber, the design deflection A is usually measured from the cambered position (Fig. 5d).

On the other hand, the advocates of Eq. (23) treat the prestressing effects as a special kind of external loading. They compare, for example, the girder pre-stressed by a straight tendon (Fig. 5a) with one having loaded overhanging ends (Fig. 5c). This load could be regarded as a. dead load of the usual type or as a special means of prestressingballast. Naturally, when check-ing deformations, a unique standpoint should be em-ployed for both cases (Figs. 5a and 5c); i.e., to measure the limit deformation A from the horizontal axis (Fig. 5e).

Our recommendation is to consider the upward deflection from prestressing as a camber and to sum it up with constructional camber, and then to disregard the deflection due to the dead load, if the total camber is greater than this deflection (Fig. 6a). If they are equal, take into account only the difference between the values due to the dead load and the total camber in a case when the total camber is less than the deflection due to the dead load (Fig. 6b). Formulas appearing in Fig. 6 are then in force.

a) n | rr

b)

Constructional Camber fp * A '

c)

d)

(a) TOTAL CAMBER GREATER THAN DEAD LOAD DEFORMATIONS

e)

Fig. 5. Diagrams explaining Eqs. (23) and (25) for checking deformations of prestressed structures.

- f c ' - f v + f g + f p , S A '

(b) TOTAL CAMBER LESS THAN DEAD LOAD DEFORMATIONS

Fig. 6. Checks of deflections of a loaded prestressed beam: (a) Total camber (sum of constructional camber f and of camber due to pre-stressing fv) is greater than deflection from dead load: fc + fv > fa> (^) ttal camber is less than deflection from dead load: fc -\-

fv ^ fom In (a) and (^) fp means deflection from live load.

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A I S C E N G I N E E R I N G J O U R N A L

Additional Information about Limit States Design The concept of limit states design was introduced first in the Soviet Union17-18 in the 60's, and later in other East European countries. For the present, the limit states analysis is utilized only for civil engineering structures other than bridges, because not enough ex-perimental data have been gathered to specify all needed coefficients and parameters for the latter.* The re-search work on the fundamentals for design of bridges according to limit states is in progress, so that speci-fications and standards for bridges could be expected to be issued in a few years. In recent years, the limit states design concept has been studied seriously in Western European states as well.22 There are signs that the United States will also follow in the use of limit states design eventually, Sec. 103; Art. 1.69; p. 1377.6-20-21

Two limit states are distinguished in metal structures:

First limit statewhen checking strength and stability. Second limit statewhen checking deformations.

When investigating the first limit state, the so-called design loading is to be used; with the second limit state, the standard loading. If required by the character of loading, the fatigue of materials is accounted for in the computations according to the first limit state; in this case the standard loading is considered.

In checking the second limit state, there are no substantial alterations from present concepts. There are, however, major changes in the calculations according to the first limit state.

The unique safety factor v, Eq. (1), has been replaced by three groups of factors as they appear in Eqs. (21) and (22):

(a) the load factors nq or the prestress accuracy factor

(b) the working condition factor m (c) the homogeneity factor k The improbability of the simultaneous appearance

of the most critical load combination is handled by a decreasing grouping factor c < 1.0.

Coefficients and parameters prescribed by speci-fications for the limit states design have been obtained by a statistical analysis of numerous sets of data and test results. The arrangement of coefficients and compu-tations not only results in a safe and more scientific

* On the contrary, in the U.S.A. tentative criteria for the load factor design were first prepared for bridges.20

** Furthermore, coefficients nq and nv are differentiated (Table 3) according to: character of loading (nqu = 1.1 for self-weight; nqU = 7.4 for snow); critical combinations of loading (where more severe, lower values of coefficients nql < 7.0 or nvi < 7.0 are to be used rather than the upper values nqu > 7.0 or nvu> 7.0).

Table 3. Load Factors nq and Prestress-Accuracy Factors nv

Type of Loading

Self-weight Snow Wind Movable and/or moving loads Hydrostatic pressure Pressure of loose materials

Prestressing

Lower Value

ni

0.9 0 0 0 1.0

0.9-0.8

0.9

Upper Value

nu

1.1 1.4 1.26

1.2-1. 4C 1.1

1.2-1. 3C

l . l d

a For concrete or brick-structures or for elements with great productional tolerances . . . nqu = 1.2.

b For slender structures with height-width ratio H/B > 5 . . . V = 1 . 3 .

c Values according to the reliability of information about loading.

d At less reliable prestressing techniques and insufficient check of prestressing . . . even more unfavorable values. At extraordinarily accurate prestressing and check . . . until a,, = nvu = 1.0.

design, but frequently leads to savings in both material and cost, especially in non-prestressed structures.

Principal information concerning the factors en-countered in limit states design arc presented in Tables 3 through 7, predominantly according to Czechoslovak sources.19 At the present time, Czechoslovakia is the only country having specifications for designing pre-stressed steel structures.!

Table 3 is comprised of the common values of the load factors nQ and of the prestress accuracy factors nv. The standard loads whose effects are to be multiplied by the mentioned coefficients are, in principle, the same as those used in the design according to allowable stress.

The values of the grouping factors c appear in Table 4 along with some basic information concerning three groups of loading (basic, wider and extraordinary com-binations).

The homogeneity factors k (Table 5) account for the possibility that the actual limit stress (yield point ayp, yield stress a0.2, or ultimate stress aus) could be smaller than that assumed by specifications and denoted by bars over the symbols. The more complex (e.g., either in chemistry or production method) the material, the lower the value of k. By the aid of the homogeneity factor, another danger is also guarded against: the deviations of the actual profile of the element from that stated in the manufacturer's catalog.

The working condition factors m are used to account for peculiarities of behavior of some exceptional or unusual structural detail or element where the frequent

f M. Tochacek had the distinction to be the main author of them.

J A N U A R Y / 1 9 7 1

Table 4. Load Combinations and Grouping Factors c

Load Combination

Basic

Wider

Extraordinary

Components

Dead Loads

1 or

more

Live Loads

Long Acting0

1 or

more

Short Acting6

1

More

*

Extraordinary Loads0

More

1

multiply

Grouping Factor c

1.0

0.9

0.8

*

Examples of loads: a Movable loads, long-lasting tempera ture effects, effects of mining subsidence and supports settlements.

6 Snow, wind, moving loads, short-lasting temperature effects.

c Ear thquake , explosions, defect-loads.

Table 5. Homogeneity Factors k

Material

Constructional steels

Carbon steels

High-strength low alloy steels

Heat treated high-strength carbon steels

Heat treated alloy steels

Reinforcing bars (as used in concrete engineering)

Single wires

Strands and ropes with helically laid wires.

Wires are:

Ropes with straight wires.

Cables. Wires are:

Light alloys

Uncoated

Zinc-coated (class A)c

Uncoated

Zinc-coatedc (class A)

Unbrazed

Brazed

Unbrazed

Brazed

Uncoated

Zinc-coatedc (class A)

Standard Stress

R

Gyp

(70.2

(70.2

(TO.2

Vus

f US

ausb

Homogeneity Factor

k

0.9

0.85-0.8

0.8-0.75a

0.75

0.85-0.75

0.85-0.8a

0.65

0.60

0.70

0.65

0.60

0.70

0.65

a Lower values for more complex materials with higher yielding stress 0-0.2.

b The ult imate stress of a wire-rope or of a cable

__ 2/0"t is , l^ l aus

sir is determined as the min imum breaking strengthapproximate metallic area ratio. The minimum breaking strength So"U8,1A1 (given in catalogs or specifications) is the sum of min imum ultimate tensile strengths of all bearing wires in a rope, if the wires are tested individually; the total approximate metallic area XAi (given also in specifications or catalogs) is the sum of areas of all bearing wires. Subscript 1 denotes the respective quantities for one wire. Obviously, the term "min imum breaking strength" is not quite precise (the Continental nomenclature uses the term "nominal ultimate strength") because the actual strength at failure is smaller and could be approximately determined by multiplying the specified breaking strength by homogeneity factor m < 1.0 from Table 6.

c T h e higher value of k, tha t value for the uncoated wires, is to be used for the zinc-coated wires, if the minimum breaking strength

for the zinc-coated wires is already considered in the formula in note6 and similar ones. Class A coating is the most frequent one for structural purposes. If heavier coatings are utilized, the homogeneity factor k need not be decreased when the specified mini-m u m breaking strengths are adequately reduced.

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A I S C E N G I N E E R I N G J O U R N A L

Table 6. Working Condition Factors m for Prestressing Tendons

Type of Tendon

Strands and ropes with helically laid wires

"Br idge" strand Locked coil strand

"Bridge" rope

Othe r ropes

Single strand, multiple wire, zinc-coated Z- or H-O-locked strand

Multiple strand, wire strand core,

zinc-coated

Number of wire lays in a strand

1

2

3

Constructions with more than 222 wires. Lang lay wire ropes (Seale, Warr ington,

etc.) Ropes with straight wires. Cables

Constructional steels. Reinforcing bars

m

(h80

0.90

0 .85

0.82

0.75

0.92

1.00

methods of analysis are not quite reliable or suitable. For example, stress concentrators (grooves, notches, cavities, holes, etc.) increase stresses locally above the average value; then m < 1.0. In another case, due to the plastic reserve of ductile materials, a detail or a section may have a greater bearing capacity than supposed by the "elastic" analysis; then m > 1.0.

In prestressed steel structures, the working condition factors of tendons (Table 6) are of a special interest: for instance, in tendons composed of several elements (wire ropes, cables, etc.), stress is distributed non-uniformly among the elements and, therefore, over-stressing of some elements could occur; hence, it is reasonable to introduce m < 1.0. Other working condi-tion factors m for prestressed steel structures are listed in Table 7.

I t is necessary to draw the reader's attention to the fact that in the United States, a higher safety factor (v =

1.667) for constructional steels is specified than was in Europe (y = 1.50). The mentioned coefficients and parameters of the limit states design have been deter-mined to correlate with the concept of allowable stress and a safety factor v = 1.50. To employ the concept of limit states and not deviate too much from the American safety factor v = 1.667, it is reasonable to take into consideration, in addition to the other working con-dition factors, a supplemental factor m = 1.5/1.667 = 0.9.

The supplemental working condition factor m = 0.9 normally need not be employed for tendons of wire-ropes, cables or wires. Limit states design using factors from Tables 3 through 6 gives approximately equivalent results as the usual U. S. design (Sec. 103).

If more than one of the working condition factors m would be employed, just their product is used. However, if more than one of them is greater than 1.0, for the sake of greater safety, it is better to consider in this product only the greatest factor mmax > 1.0.

Table 7. Working Condition Factors m for Prestressed Steel Structures

Special detail or special type of service

Parts of anchoring

Prestressing tendons in zones of curvatures if stresses are figured out according to elementary elastic theory

Short-acting overstressing of elements caused especially by: (a) prestretching ropes or wires; (b) increasing prestressing effects to reduce

successive prestress-losses; (c) unfavorable transport or erection effects

m

0.8 I

1.15

1.10

The value could be raised if it is reasoned by results of tests.

CONCLUSIONS

The brief analysis of principal concepts of proportioning prestressed steel structures presented has demonstrated that the concept of allowable stress is not suitable at all for these structures. Special character of these structures requires the use of more ingenious concepts of which the limit states design seems to be the most suitable.

The usage of the allowable stress concept for non-prestressed structures could be tolerated as long as such large safety factors like 1.667 (related to yielding point) or 3.0 (related to ultimate stress) are utilized. However, future efforts for a higher economy and lower costs of structures will lead to reductions of safety factors. Since the appropriate safety is to be maintained, there will probably be no other way than to use the limit states concept for non-prestressed structures too.

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J A N U A R Y / 1 9 7 1

F o r t h e p resen t , des igners in t h e U n i t e d S ta tes c o u l d prof i t f rom t h e expe r i ence of t h e E u r o p e a n s a n d the i r d a t a , coefficients, a n d p a r a m e t e r s m i g h t b e a d a p t e d (see T a b l e s ) to A m e r i c a n s t a n d a r d s for t h e des ign a c c o r d i n g to t h e l imi t s tates. Never the less , t h e t i m e is a p p r o a c h i n g to t h i n k a b o u t p r e p a r a t i o n s of t h e A m e r i c a n specif icat ions. T h e first ach ievements 3 ' 2 0 ' 2 1 in this d i r ec t ion s h o u l d b e h i g h l y a p p r e c i a t e d .

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Pa., Nov., 7968. 2. Howard, H. S., Jr. Suspended Structures Concepts

United States Steel Corp., Pittsburgh, Pa., Oct., 7966. 3. Bethlehem Wire Rope for Bridges, Towers, Aerial T r a m -

ways and Structures Catalog 2277-A, Bethlehem Steel Corp., Bethlehem, Pa.

4. Roebl ing Galvanized Strand for Cable-Supported Struc-tures Bulletin A-963, C. F. & I. Steel Corp., Roebling Wire Rope, Trenton, N. J., 7966.

5. BibliographyStructural Applications of Steel Cable Systems American Iron and Steel Institute, New York, N. Y., 7968.

6. Subcommittee 3 on Prestressed Steel of Joint ASCE-AASHO Committee of Steel Flexural Members Development and Use of Prestressed Steel Flexural Members Proc. ASCE, Journal of Structural Division, No. ST9, 7968; No. ST6, 7969.

7. Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings AISC, New York, N. Y., 7969.

8. Bresler, B., Lin, T. Y. and Scalzi, J. B. Design of Steel Structures Wiley and Sons, New York, 7968.

9. Beedle, L. S. et al. Structural Steel Design Ronald Press Co., New York, 7964.

10. Freyssinet, E. Expose d'ensemble de l'idee de precontrainte Annal. Inst. Techn. Bat. Tray., PubL, No. 77, 7949.

11. Dischinger, F. Stahlbriicken im Verbund mit Stahlbeton-druckplatten bei gleichzeitiger Vorgpannung durch hoch-wertige Seile Bauingenieur, No. 77 and 72, 7949.

12. Magnel, G. Prestressed Steel Structures Struct. Engr., No. 77, 7950; No. 7, 7957.

13. Fritz, B. Ube r die Berechnung und Konstruktion vorges-pannter , stahlerner Fachwerktrager Stahlbau, No. 8, 7955.

14. Wrycza, W. Vorgespannte Stahlkonstruktionen im Hoch-bau Beratungsstelle fur Stahlverwendung, Dusseldorf, 7959.

15. Schneider, K. H. Disposition, Ausziige und Erganzungen zur Dissertation 'Beitrag zur Theorie vorgespannter Stahlkonstruktionen' Wiss. Z. Hochsch. Bauwes. Cottbus, No. 4, 7967.

16. Mortensen, M. Bestimmung des optimalen Querschnitts vorgespannter stahlerner Vollwandtrager Stahlbau, No. 8, 7964.

17. Goldenblat, I. I. Osnovniye polozheniya metoda rastshota stroitelnikh konstrukciy po rastshotnych predelnim sos-toyaniyam Gosstroyizdat, Moscow, 7955.

18. Baldin, V. A. Rastshot stalnikh konstrukciy po rast-shotnim predelnim sostoyaniam Gosstroyizdat, Moscow, 7956.

19. O N 73 1405 Smernice pro navrhovani predpjatych ocel-ovych konstrukci Praha, UNM, 7969.

20. Vincent, G. S. Tentat ive Criteria for Load Factor Design of Steel Highway Bridges AISI, New York, N. Y., Bull. No. 75, 7969.

21. Galambos, T. V. Load Factor Design for Steel Building Structures Progress Report No. 7 to the Advisory Committee of AISI, Feb., 7970.

22. European Convention of Steel Construction Preliminary Recom-mendations for the Safe Sizing of Steel Structures Con-struction metallique, June, 7969.

A I S C E N G I N E E R I N G J O U R N A L

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.