US2035007A - Concrete construction - Google Patents

Description

March 24, 1936. M WQRKMAN 2,035,007

CONCRETE CONSTRUCTION Filed Aug. 21, 1933 16 Sheets-Sheet l March 24, 1936. J, M WQRKMAN 2,035,007

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March 24, 1936.- J. M. woRKMAN 2,035,007

CONCRETE CONSTRUCTION Filed Aug. 2l, 1953 16 Sheets-Sheet 16 Inventor Patented Mar. '24, 1936 UNITED STATES PATENT OFFICE 21 Claims.

My invention, or discovery relates to structures and more particularly to a novel theory of design for concrete structures and the application of such designs to the construction of buildings, dams, bridges and any other structures employing reinforced concrete.

The primary object of this invention is to provide a stabilized concrete structure in which the stresses developed therein shall be of a suitable direction and intensity, and combined in such a manner so as to produce a minimum resultant stress with all compensating movements of the materials employed.

Another object of my invention is to provide a structure of the character designated in which there is produced circumferential rotation about an internal concentric circle.

Another object of my invention is to provide a structure of the character designated in which the rotation of the stresses is primarily of a general master rotation within which there is auxiliary rotation of subdivided circular areas producing circumferential stress bands or areas alternating between compressive stresses in said alternate bands.

Another object of my invention is to provide a structure of the character designated in which the compressive and tensile stresses are connected and reacting upon each other by means of stress whirls (or over-lapping wave stresses) Within which the predominant stress at the center of said Wave is radially compressive and, circumferential tensile, and in which the compressive stress is partially progressively deflected through a rotation of substantially 90.

Another object of the invention is to provide a novel form of concrete structure in which the natural rotative tendency of the structure is utilized to prevent general rotation as a whole and produce internal stress band rotation of relatively narrow stress bands in which the predominant stress is radially compressive and circumferentially tensile, with the formation adapted to delay the lateral deflection of said radially compressive stresses into circumferential stress until said stress has reached a predetermined circumferential band position Whereat said radial compressive stress becomes predominantly circumferential in direction.

A further object of my invention is to provide a novel form of concrete structure of the character designated wherein provision is made for utilization of the rotational stress principles in a centrally supported structure or an externally supported structure, the general principles being identical but with the intensity of stress in its relation to circumferential or peripheral location being reversed.

These and other objects of the invention will be more manifest from the following specica- 5 tion and drawings and more particularly set forth in the claims.

Figure 1 is a plan view; Figure 2 a half-section, half-elevation; all of a reinforced concrete structural unit as for a floor or roof of a building. Figure 3 is a modified form of Figure 2.

Figure 4 is a fragmentary plan view and Figures 5, 6, and 6A are fragmentary sectional views of an elaborated form of the structure disclosed by Figures 1 and 3.

Figures '7, 8, 9, and 10 are corresponding views of a special adaptation of the structure disclosed by the preceding gures.

Fig. 11 is a plan view partially in section of a lolumn embodying the principles of my inven- Fig. 12 is a view in elevation partly in section on line V-V of the column shown in Fig. 11;

Fig. 13 is a fragmentary view showing a discharge opening;

Fig. 14 is a sectional view on line VI-VI, Fig. 12;

Fig. 15 is a sectional view on line VII-VII, Fig. 14;

Figure 16 is a plan view, Figure 17 is a sectional view, Figures 16-A and 16-B are enlarged detail fragmentary plan views and Figure 18 is a corresponding section, all illustrative of the preferred arrangements of assembly of the structural elements shown by the preceding iigures. Figures 19, 20, 21, and 22 are respectively detail, plan, sectional-elevation and section of a variation of the preceding structural units adapted to and assembled as a viaduct, bridge, or lineal structure.

Fig. 23 is a plan view partially in section of a foundation structure embodying my invention;

Fig. 24 is a view in elevation of a base structure;

Fig. 25 is a modification of the structure shown in Fig. 23;

Fig. 26 is a modification of the base shown in Fig. 24;

Fig. 27 is a. modification of the column shown in Figs. 23 and 25;

Fig. 28 is an elevational vview partially in section of a modified base structure;

Figure 29 is an elevational view of a column and shows a modification and inversion of the struc- 55 ture shown by Figures 27 and 28 for adaptation as roof or other supporting element.

A modification of the preceding applications is shown by Figure 30, a half-plan; Figure 31, a section; Figure 32, an assembly plan. A suitable foundation is shown Figure 33, a half elevationhalf section; Figure 34 a half-plan, half inverted view; Figure 35, an elevation of alternate form; all adapted to the scheme of reinforcement as shown by Figures 30 and 31.

Figure 36 shows a detail plan view of a quadrant of a circular slab designed for substantially continuous circumferential support, variations in sectional form being shown by Figures 37, 38 and 39.

Figure 40 shows a detail half plan of a circular slab adapted to continuous or intermittent circumferential or perifeteral support, various modications being disclosed by sectional views, Figures 41, 42, 43, 44, 45, 46, and 47.

Combination of development of the foregoing slab and column structures are shown as combined with an arch support having its thrust absorbed by a suspension tie, all of reinforced concrete, and designed to provide groups of roof monitors assembled as a single roof is shown by Figure 48, being a sectional elevation, Figure 49 being an assembled roof plan, Figure 50 being a fragmental sectional elevation of construction. Figure 51 being a detail plan view over a column structure, Figure 52 being a sectional elevation `of the same, Figure 53 being a section through said column looking up, and Figure 54 being a section through the suspension tie element.

Application of the several structural systems as referred to so as to provide a self contained vending station is shown by the plan as Figure 55, the half sectional and half elevation as Figure 56; while a variation of the same general adaptation is shown by Figure 57 being a fragmentary sectional elevation of a double story structure conforming in general to plan as disclosed by Figure 55.

New type hollow column as used for column shaft in structural systems described hereinbefore is shown in horizontal section by Figure 58, and vertical sectional `elevation by Figure 59.

Shell column form as used in structures previously described is shown by Figure 60, a horizontal section, and by Figure 61, which is a fragmental elevation.

Plate construction for any use but particularly adapted to floor and roof elements or slabs, together with illustrative facilities for manufacture and utilization are:

Fig. 62 is a perspective view of a slab embodying my invention;

Fig. 63 is a perspective view showing a modification of the slab shown in Fig. 62;

Fig. 64 is a fragmentary sectional view showing a center section of the slabs shown in Fig. 62;

Fig. 65 is a fragmentary sectional view showing circumferential reinforcement of the slab;

Fig. 66 is a fragmentary plan view of an anchor vmember for the slab;

Fig. 67 is a fragmentary sectional view showing connection of the slab to an adjacent structure;

Fig. 68 is a perspective view of the manner of for roads, is'shown by Figure 71, being a plan view and Figure 72, a section.

Fig. 73 is a modification of the structure shown in Fig. 72;

Fig. 74 is another modification of the structure shown in Fig. 72;

Fig. 75 is a plan view showing the reinforcing members; i

Devices for placing and securing the special reinforcement for the system of reinforced concrete described, are shown by the various views.

Fig. 76 is an elevational view partially in section of a concrete pedestal construction;

Fig. 77 is a plan view of a foundation to be supported;

Fig. 78 is a plan View of the foundation shown in Fig. 77 combined with a structure embodying my invention;

Fig. 79 is a view in elevation of the base shown in Fig. 78 and partially in section;

Fig. 80 is a plan view of a reinforced road paving slab embodying my invention;

Fig. 81 is a sectional view of the slab shown in Fig. 80;

Fig. 82 is a plan view of a partition slab embodying my invention;

Fig. 83 is a sectional view of the partition shown in Fig. 82;

Fig. 84 is an enlarged sectional view on line Fig. 86 is a detail elevation of radial support bars of the reinforcement shown in Fig. 85;

Fig. 87 is a detail perspective view of an auxiliary device for supporting the radial bar; and

Fig. 88 is an elevational view of a connecting link bar for the reinforcement shown in Fig. 85.

The term concrete shall be taken to mean any solid substance, either homogeneous or conglomerate, regardless of whether its solidity is acquired by setting, drying, cooling, chemical change or otherwise, and usually, but not necessarily having its compressive strength greater than its tensile strength.

The term reinforced shall be taken as descriptive of the use of reinforcement, which latter term shall be taken to mean any material of metallic or equivalent nature having strength characteristics differing from the concrete but usually superior thereto in tensile characteristics and to an equal or less extent in compressive characteristics.

'Ihe several structural systems adapted to central single column support being self-sulcient units are classied as compound rotational systems, which are subdivided as natural form compound rotational system, modified compound rotational system and modified compound wave reinforced rotational system; simple rotational sysvtem which is subdivided into natural form and wave reinforced systems; multiple rotational systems, which are subdivided' into natural form and modified form.

In the accompanying drawings main features are designated as numbered gures; sub-features are designated by capital letters, as for segments of a plan; and detail elements are designated by numerals; all like features or elements are designated by like characters.

The Figure 1 shows a plan view of a typical structure such as an element of the floor of a building, the quadrant segments designated A, B, C, and D showing the varied conditions for articulation with the sectional elevation Figures 2 and 3.

In Figure l the limit of the essential structure is indicated by the broken line designated I, which encloses a surface which may, and in this case does, turn down at the center to form the hollow of the column, designated Ia in Figures 2 and 3.

Figures 2 and 3 show half sectional elevation views on a diameter and a tangent, the lower sur-1 face of the slab trning down to form the exterior surface of the column, both being integral and designated 2.

The natural form compound rotational system is disclosed by the quadrant designated A of Figure 1, and by the sectional elevation Figure 2. In Figure l, quadrant A, the reinforcement designated 3, 4, and 5 indicate the general extent and preferred arrangement of bands of reinforcement which must be placed near the top of the slab. This is all of the reinforcement required but inequalities of concrete strength characteristics may be partially compensated for by the additiona1 radial reinforcement, designated 6, shown in Figure 1, quadrant B, this reinforcement being placed near the bottom of the slab. It may terminate as shown or be extended inward and down into the outer shell of the column.

The movement of the slab under load is increased in its elements and neutralized in its aggregate, relatively, as follows: The outer rim stresses are most intense in the lower part of the slab and are both radial and circumferential, the dominant stress depending upon the load conditions as a whole, the stresses in the band 3 are both radial and circumferential with radial stress being compressive and the circumferential stress tensile, the highest intensity of the circumferential stress being at the top of the slab, the reinforcing therefore being placed near the top; the radial stresses are maximum at the bottom of the slab but are partially neutralized by the rotation of the band as a Whole. The transference of the stresses to and from this band are by means of natural wave stresses of more or less regularity, the action of which will be made clear'in connection with the modified compound wave reinforced rotational system. Within the band itself, each ring from one reinforcement ring to the next is subject to rotation, each ring being subject to an accumulation of motion, and therefore of stress which increases circumferentially near the top outward and radially near the bottom inward.

The band between bands of reinforcement designatd 3 and 4 of Figures 1, 2, and 3 is subject to a combined radial and circumferential compressive stress in which the circumferential stress predominates and is of maximum intensity near the bottom but with variation dependent upon the conditions of loading. The radial stress iscompressive with intensity varying with loading, and providing an intermittence of intensity as induced by the wave stresses previously referred to.

The individual rings of band 4 are subject to rotation individually, intensities being of the same progressive intensity and detail'character in general as described relative to band 3.

Band between reinforcement bands designated 4 and 5 is subject to both radial and circumferential compression in which the circumferential stress predominates in the outer edges and the radial stress in the central portion, additional wave stresses taking place as previously referred to.

Similarly the band of reinforcement 5 is subject to the conditions of band of reinforcement 4 while the band between reinforcement bands 5 and 6 corresponds to that between bands 4 'and 5.

The reinforcement band designated 6 in'the same figures is in general and subdivided rotation as the other bands, the reinforcement rings being in tension of progressive increase of intensity, the circumferential 'reinforcement being placed near the top of the slab as before.

'Ihe area of this reinforcement band has radial tension at the top of the slab but this is most effectively absorbed by the circumferential tension reinforcement. 'I'he radial stress is compressive on the diagonal downward and near the bottom at which point its intensity is maximum, gradually turning to a predominantly vertical stress in the column itself, the ultimate stress character being treated hereinafter.

'I'he essential principles of the system of construction described as the natural form compound rotational system are that the complete load and resulting stresses are carried to the center, converging to a single support; that there is produced a series of general and internal rotation of rings; that the predominant stresses are intermittently radial and circumferential; that the radial stresses are produced by curve line and straight line stresses in either or both horizontal and vertical planes; that the form is adapted to formation of natural wave stresses; that the form is adapted to relatively large local motion partiallycompensating as a whole; that the form is adapted to an interplay of movement in a manner to partially neutralize stresses and relieve accumulation of high stress intensities; that, While the foregoing stress conditions are designed primarily to articulate with loads and the effect of gravity, they also are compensating as regards such stresses as induced by contraction and expansion and as induced by temperature changes, shrinkage stresses, and stresses due to 'chemical developmental changes. The progressive thickening of the slab from the circumference to the center is made to conform to shearing stress limitations.

The modified compound rotational system is shown by Figure 1, being a plan, and Figure 2, being a half section and half elevation. In Figure 1 the reinforcement is shown in quadrants C and D, in which quadrant D shows the circumferential steel placed in the top of the slab, indicated 3, I3, 4, I4, 5, I5, and 6, in which like numerals and like reinforcement bands from quadrant A are identical.

The additional reinforcement rings indicated I3, I4, and I5 are all in tension under some conditions of loading and are proportioned in size corresponding to the size of the next outer corresponding band.

Reinforcement rings above referred to are supported near the top of the slab by radial bars, indicated 'la of Figure 1, segment D. These bars not only act as supports but are subject to intermittent compressive and tensile stresses and to a greater degree to shearing stresses, serving to articulate with the natural wave stresses, hereinafter described.

For this system, it is necessary to provide intermittent bands of circumferential compression steel near the bottom of the slab, indicated 9, I8, II, and I2 of Figures 1 and 3. 'I'he group arrangement of each band. as most clearly indicated in band I2, is desirable in order to articulate with the natural wave stresses.

'I'he function of these bands of circumferential compression steel is to induce in the slab, -as cut by a radial plane, an equivalent axis or effective plane of pressure similar to that provided naturally by the former system as shown in Figure 2.

Additional radial bars, indicated 8 (and retaining the radial bars indicated 1) are provided near the bottom of the slab, their purpose being to progressively increase the radial resistance compressive moment of the concrete in the spaces between the bottom bands of circumferential steel, and at the crossing of these bands to provide additional horizontal shearing resistance and so tend to stabilize the natural wave stresses. These radial bars of reinforcement should continue down into the column or should effect a lap splice with bars arising from the column and continuing into and through the column head area of the slab surrounding the column, as more clearly shown by the later included column description.

The object of the additional reinforcement in this slab is to provide a variable strength factor and as a nearly uniform stress in the slab in such manner that its effective plane of resistance or strength will vcoincide with the natural form required to articulate with the character of stresses which in turn articulate with the motion produced by the alternation of relative strength and weakness.

The advantages of this modif-led compound rotational system are that it permits of a regular under surface, Within the limitations shown, and a level top surface, the depression and opening at the center being optional. It also provides a more uniform strength factor at the critical sections due to the superior uniformity of steel or metallic reinforcement over concrete.

A further advantage in this system is that upon assembly of a number of slab elements into a combined structure, the tendency of one slab unit to tilt, from the uneven loading of one side, is counteracted by an uplift effort exerted by it upon the slabs adjacent to the unloaded sides, thus partially relieving the intensity of stress induced in the column of the slab which is unevenly loaded. Slabs subject to such uplift, have their stresses reversed, areas and elements that have been in compression being subject to tension and those formerly in tension being subject to compression.

Further clarification may be effected by noting that the depressions on the top surface as shown by Figure 2 are filled up in Figure 3. The relative location of this additional material as related to its center or axis of rotation is such that its effect is nullifed. Its use has the advantage of offsetting the loss of sectional area due to raising of the projections of the under side of the slab.

In the foregoing descriptions, the shearing stress factor is provided With suitable limits by the progressive increase in thickness of the slab approaching the support.

A more complete disclosure of how my newly discovered systems are novel will become apparent in the following description of the modified compound wave reinforced system.

In this last named system, Figure 4 is a plan View showing a quarter of the slab, Figure 5 is a half section on a radial l'ne and Figure 6 is an enlarged view of the outer or circumferential portion of Figure 5, While Figure 6-A showsarrangement if sectional form is natural.

In these figures, the reinforcement elements are identical with corresponding elements in Figures 1, 2, and 3, and indicated by identical characters. Also the segment 2-C corresponds to the quadrant C, showing the same radial and circumferential reinforcement as before and in addition the circumferential reinforcement indicated 9a, Illa, IIa, and |2a, its primary function being to secure or provide facilitiesfor securing in place the reinforcing waves, or rings, shown in all other segments, and designated l1, I8, |8a, I9, I9a, I9b, 20, 20a, 2|, 2|a, 22, and 22a, all of'which are placed near the bottom of the slab directly on the circumferential reinforcement referred to. The waves, or rings, I1 are placed directly .upon the circumferential reinforcement bands 9a and in turn support the rings I8 and |8a. The rings I8, |9a, and |9b are placed directly upon the supporting circumferential reinforcing bars, but in a continuous overlap, each series of rings having one side resting on and the opposite side under the adjacent series of rings. The same arrangement is followed for rings and 20a, 2| and 2|a, 22 and 22a. The arrangement of rings in relation to each other is most clearly shown by the segment indicated 5-C, their relation to supports by segment 4-C, and to top tension circumferential reinforcement by segment 2-D.

The function of these rings is to produce or induce stress surges, thereby equalizing the stress vibrations and preventing the accumulation of excessive stresses. The primary basic principle of the discovery claimed resides in the ratio of the overlap of the primary rings indicated I8, I9, 2|, 22, and the secondary rings indicated 20a. I term this the minor ratio, being the quotient of the length of the common cord of the overlapped circles divided by the divergence of the overlapped arcs, having a substantially numerical value of 3.4 for the waves indicated |8 and 22, and avalue of 3.04 for the waves indicated I9 and 29a. It is the protection of the ratio that is the function of rings I8a, |911, |9b, 20, 2|a, and 22a., these latter rings being desirable theoretically but practically they may be readily dispensed with where the structural material is good concrete except that there should be retained the rings Illa, |91, |9b, an-d 20a, unless the load conditions are Very mild or the span (that is the slab diameter) relatively small.

The secondary basic principle of the discovery is the relative distance radially and spacing of the circumferential bands of reinforcement, both for compressive and tensile stresses and the corresponding wave contour of the radial section, which I term the minor radii.

It is apparent from the foregoing description and the figures referred to that the stresses of this system are fully determined in their character, location and direction, it only remaining for the design for a particular span (or diameter) and load to govern their intensity.

All of the stresses in the wave (or ring) reinforcement described are compressive, but the relative intensity of compression between the primary and secondary ring is subject to variation.

The modified compound Wave reinforced rotational system may have its system of wave reinforcement used Without the modified form as shown by Figure G-A, corresponding parts being identically numbered. In this case the substantial difference is that the center line of the slab section conforms to the required plane of pressure and therefore the compression reinforcement of circumferential bands are not required nor are the corresponding supplemental tension

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