US3283465A

US3283465A - Building framing system

Info

Publication number: US3283465A
Application number: US352223A
Authority: US
Inventors: David B Cheskin
Original assignee: Individual
Current assignee: Individual
Priority date: 1964-03-16
Filing date: 1964-03-16
Publication date: 1966-11-08
Anticipated expiration: 1983-11-08

Description

Nov. 8, 1966 D, B, cHEsKlN 3,283,465

BUILDING FRAMING SYSTEM Filed March 16, 1964 /N VEN TOR: David B. @hes/rin A TTOHNEY Vinto the column.

United States Patent O 3,233,465 BUILDING FRAMING SYSTEM David B. Cheskin, 407 S. Dearborn, Chicago, Ill. Filed Mar. 16, 1964, Ser. No. 352,223 3 Claims. (Cl. 52 64S) The present invention is directed to a framing system for a building which uses a special arrangement of beam members to counteract bending moments and thus minimize loading elects. In particular, the improved framing system makes use of eccentric thrust from diagonally positioned sloping beam members in center bay sections to cause stresses in encompassing beam members which are opposite to those caused by normal loadings.

It is not unusual to obtain counteracting stresses in a particular beam or grider section, or in a panel section, by the use of pretensioning and prestressing members; however, the present system effects opposing stresses from the utilization of special connectionsin the interconnecting framing of the beam members such that tensioning devices are not needed to obtain the load counteracting results.

One principal object of the improved framing system of `this invention is to obtain an economical construction by using eccentric thrust type of connections to in turn provide opposing stresses to those caused by bending from normal door or roof loadings and thus preclude the need of tensioning means for effecting prestressing.

It is another object of theipresent invention to provide a framing system which permits at least a partial prefabrication of sections and easy erection in the lield.

Broadly, the present novel framing system for counteracting stresses caused by bending in beam members, comprises in combination, spaced Vcolumns in two-way rows, a cantilevered shear-head section from each of the columns having at least four diagonally positioned beams projecting therefrom, longitudinal beam members paralleling and straddling the two-way rows of columns and dening elongated panel sections extending between the shear-head sections along the rows of columns and, in addition, bounding internal center bay sections, a rectangular form elevated center panel section within each of the center bay sections that is positioned above the level of the shear-head sections and the elongated panel sections, and diagonally positioned sloping beam vmembers in each internal bay section connecting between the corners of the elevated center panel section and the adjacent corners of the elongated panel sections and the shear-head sections, with each diagonally positioned beam member having end connecting 'means therefrom primarily below the neutral axis thereof at the respective connections with said panel sections and above the'neutral axis of the longitudinal beam members of the elongated panel sections, whereby the thrust from such beam members oppose bending moments in the connecting beam members of said elongated panel section.

The term shear-head as used herein refers to a structural unit encompassing a column and is designed to join with the corners of the encompassing panel sections, as well as the surrounding diagonally positioned beam members, in order to transfer the loadings therefrom directly In other words, each shear-head serves primarily to carry the shear or vertical loadings from the end of eachbeam andpanel section directly into each accompanying column.

In view of the use of diagonally sloping beam members connecting with an elevated center panel section to provide an arch type of structural arrangement, the present system is particularly adaptable for roof framings;

however, the improved framing system can be used for panel sections and a level lloor deck or slab construction. In other words, conventional steel or reinforced concrete deck floor constructions can be positioned over the present sloping framing system and supported thereby.

Reference to the accompanying drawing and the following description thereof will serve Yto better explain the present novel framing system utilizing eccentric beam connections to counteract loadings and the various advantages in connection therewith.

FIGURE l of the drawing is a diagrammatic plan view of one embodiment of the framing system.

FIGURE 2 of the drawing is a partial sectional elevational view of the framing system, as indicated by the line 2 2 in FIGURE l of the drawing.

FIGURE 3 of the drawing is a partial plan view indi- .cating the connection of the lower end of a diagonal beam member with adjoining corners'of elongated panel sections and with the corner of .a shear-head section.

FIGURE l4 of the drawing is a partial sectional'elevational view, indicating the eccentric connection of a diagonal beam member with the panel sections, as indicated by the line 4 4 in FIGURE 3 of the drawing.

FIGURE 5 of the drawing is another partial elevational view, indicating an upper eccentric end connection of a diagonal beam member with a corner of the center panel section, as indicated b y line 5 5 in FIGURE .1 of the drawing.

FIGURE 6 of the drawing is a partial plan view, show- 1ng the connection of the upper end portion of a diagonal beam member with a corner of the center panel section, as indicated by the line 6 6 in FIGURE 5.

Referring now specifically to FIGURES 1 and 2 of the drawing, there is shown a framing system utilizing a plurality of columns 1 in two-

way rows

2 and 3, with the center lines of columns being spaced in a predetermined manner to suit a particular building construction. Each column of the framing system, at its upper end, is encompassed with a connecting shear-head section which in turn comprises a collar or cap member 4 and a plurality of diagonally outwardlyprojecting cantilevering beam members 5. Each end of each beam member 5 is 'provided with a connector plate- 6 such that there may be interconnection with each corner of the encompassing elongated panel sections A. p

As best shown in both FIGURES l and 3, each o-f the panel sections A comprises elongated spaced beam members 7, which straddle and parallel the

column rows

2 and 3, end beam members 8 and an intermediate stitfner member 9. The beam members of the panel sections A may be fabricated and p-reassembled such that each corner of each panel section is provided with a special ldiagonally positioned connector means 9 which will serve to connect with the shear-head beam members 5 and diagonal beam members 1t) within the center bay sections B of the framing system. In the present'embodiment, the connector means 9 comprise sections of channel members which have the flanges turned inwardly toward its respective panel section. As 'a result, each channel connector section 9 at each corner is in a backto-back position with another channel section on an adjacent corner of a panel ksection A. The connector channel sections 9, 'as shown in FIGURE 3, may be by welding or otherwise attached to their respective corners of the panel sections A and stiffening plates such as 11 and 12 can be utilized to insure an adequately strong connection.

Within each center b-ay section B there is an elevated central panel section C comprising four beam members 13. There are also indicated within each center bay section B a plurality of intermediate beam members 15 which extend between the central portions of the diagonal beam members 10 to serve as intermediate roof or iloor joists. At each corner 'of section C, there is provided a projecting connector member 14 which in turn is positioned and arranged at an angle to connect with the upper end portion of a diagonal beam member 10. As best shown in FIGURES and 6 of the drawing, each connector section 14 has an end connector plate 16 which is welded or otherwise attached thereto, such that an accompanying endplate member 17 on the upper end of each diagonal beam member 10 will provide a xed connection' with the latter. Specific attention is directed to the fact that each end connect- `ing plate 17 on the respective ends of the diagonal members 10, is welded or otherwise attached to the lower portion of the beam section. Thus, the thrust forces carrying into and through the diagonal beam members are directed to the lower portions of the beams primarily below the neutral axis thereof. In the present embodiment, each beam member 10 is shown as a relatively deep light weight structural beam section having an angle member 18 connecting along each side of the web thereof, providing in effect an added flange portion to take compressive forces longitudinally for the full length of the beam member 10.

At the lower end of each of the beamsections 10, as best shown in FIGURES 3 and 4 `of the drawing, 4an end connecting plate 19 is designed and arranged to abut against and connect to the flange sections of the Vseparate channel members 9 such that there -is an effective xed connection with each of the closely abuttin-g corners of the adjacent panel sections A and with an end off'an opposing beam 5 of a shear-head section encompassing a building column 1. Here again, it should be noted that each connecting plate 19 at the lower end of each diagonal beam member 10 is positioned below the neutral axis of the latter such that the thrust force therefrom is carried to the corners of panel sections A and to the ends of the beam members 7 in an eccentric manner. 4

In considering the overall stress action within the framing system of this invention, itis found that the use of the elevated center panel section C and of the slop- 4ing diagonally positioned beams 10 within the center bay sections B provides an arch-like action causing compression in allof the upperl level beam members 13 and in lthe longer diagonal beam members 10 `such that there are resulting compressive forces and vertical end loads existent at the lower ends of each of the diagonal members 10. Thus, by connecting the lower end portion of each diagonal beam member 1() with a corner of eachV Further, by making the connections with the ends of the beams 7 in an eccentric manner, there will be a resulting bending moment in each beam 7 tending to cause tension in the upper anges and compression in the lower flanges. The tensile forces at each end of beam 7, by being above the neutral axis there-of, will cause negative bending moments in each beam 7 to in turn counteract the normall positive bending moments, with tension in the lower` anges and compression in the upper anges, from vertical roof or oor loadings which may be distributed along the length of each beam.

In considering the stresses Within each diagonal beam member 10, it will be noted that the present offcenter end connecting plate members 17 and 19 will carry the thrust through each beam member 10 below its neutral axis and above the neutral axis of beams 7. Thus, here again, the thrust creates counteracting negative bending moment stresses tending to provide tension in the upper ange portions thereof and compression in the lower ange portions, to in turn balance normal positive bending moments from superimposed normal roof or oor loadings. At each juncture of the diagonal beams 10 with the adjacent corners of elongated panel sections A, there will, of course, be a resulting shear or end loadv which is transferred through the connector channel members 9 into the ends of beam members 5. The latter in turn carry the shear loads directly into the columns 1 through the colla-r or cap members 4.;

Erection ofthe system can be made in a conventional straight forward manner with columns and shear-head beams being erected first. The beams of the panel sections A may be erected next land then subsequently the sloping beamsA `10 and-the center panel beams 13. The panel sections A with the

encompassing beam members

7 and 8 may be prefabricated and assembled in the shop, and then `erected in place in the field as unit sections.

It should be realized that the embodiment illustrated in the accompanying drawing is merely diagrammatic and that there may be various conventional types of bolted or welded connections between the interconnecting beam members and additional intermediate joists or beam members may be spaced between the various principal beam members of the system. For example, added beam members such as 9 rmay be positioned int'ermediately between the spaced parallel beam members 7 in each of the panel sections A,. while added joist members,VV such as 15, may be positioned interrnediately `between the beams 10 in the center bay sections B.

The present drawing indicates` a one-story `roof framing system; however, in a multiple story design `the columns 1 may extend upwardly through collar members 4 by eliminating vany cap plates therefrom and thus carry to one or more upper levels, each of which would have a similar framing system. As indicated hereinbefore,- since the present framing system utilizes sloping beam members 10 to provide an arch-like action within each center bay section, there will be short strutsrequired to extend upwardly from the elongated lower panel sections A to carry flooring or deck sections at the level of the upper elevated center panel C. Such ooring vsections may be fabricated of structural and` plate members or of reinforced concrete; the latter may be poured in place or may comprise precast slab sections.

In still another modified arrangement which may be incorporated into the system, there may be an eccentric connection between the outer end portions of the shearhead beams 5 with `the connecting members 9, such that the connection plates 6 abut the lower portions of the members 9. This latter eccentric connection permits the residual thrust forces from the lower ends of the diagonal beam members 10 to'impinge upon the upper portions of the beam membersS and etfect resulting Ycompression forces therein that will serve to counteract the normal cantilever beam action caused from the vertical shear loads being transferred from the corner junctures tothe column members.

I claim as my invention:

2l. A framing system for buildings that provides thrust to counteract bending moments in portions of the system, which comprises in combination, spaced columns in two-way rows, a cantilever shear-head section from each of the columns having at least four diagonally positioned beams projecting therefrom, longitudinal beam members paralleling and straddling the two-way rows of columns and defining elongated panel sections extending between shear-head sections along the rows of the columns and bounding internal center bay sections, a rectangular form elevated center panel section in each'of said center bay sections that is positioned above the level of said shearhead sections and said elongated panel sections, and diagonally positioned .sloping beam members in each internal bay section connecting between the corners of ther elevated center panel section and the corners 0f said elongated panel sections and said shear-head sections, with each of the diagonally positioned beam members having end connecting means therefrom primarily below the neutral axis thereof at the respective connections with said panel sections whereby the thrusts from such beam members oppose bending moments in the longitudinal beam members of said elongated panel sections.

2. The framing system of claim 1 further characterized in that each corner of each of the elongated panel sections is provided with an angularly positioned connector member for eecting a connection with its adjacent shearhead section and its adjacent diagonally positioned slop ing beam member, and said connector members are tixedly attached to 'said panel sections in a manner provid-V attach to said connector members at the corners of said elongated panel sections at portion below the neutral axis thereof and with respect to the lower ends of said sloping beam members.

References Cited by the Examiner UNITED STATES PATENTS 2,433,677 12/ 1947 Thomas 52-648 X 2,675,895 4/ 1954 Lowenstein 52-648 X 3,014,558 12/1961 Noyes 52-223 X RICHARD W. COOKE, JR., Primary Examiner.

Claims

1. A FRAMING SYSTEM FOR BUILDINGS THAT PROVIDES THRUST TO COUNTERACT BENDING MOMENTS IN POSITION OF THE SYSTEM, WHICH COMPRISES IN COMBINATION, SPACED COLUMNS IN TWO-WAY ROWS, A CANTILEVER SHEAR-HEAD SECTION FROM EACH OF THE COLUMNS HAVING AT LEAST FOUR DIAGONALLY POSITIONED BEAMS PROJECTING THEREFROM, LONGITUDINAL BEAM MEMBERS PARALLELING AND STRADDLING THE TWO-WAY ROWS OF COLUMNS AND DEFINING ELONGATED PANEL SECTIONS EXTENDING BETWEEN SHEAR-HEAD SECTIONS ALONG THE ROWS OF THE COLUMNS AND BOUNDING INTERNAL CENTER BAY SECTIONS, A RECTANGULAR FORM ELEVATED CENTER PANEL SECTION IN EACAH OF SAID CENTER BAY SECTIONS THAT IS POSITIONED ABOVE THE LEVEL OF SAID SHEARHEAD SECTIONS AND SAID ELONGATED PANEL SECTIONS, AND DIAGONALLY POSITIONED SLOPING BEAM MEMBERS IN EACH INTERNAL BAY SECTION CONNECTING BEAM THE CORNERS OF THE ELEVATED CENTER PANEL SECTION AND THE CORNERS OF SAID ELONGATED PANEL SECTIONS AND SAID SHEAR-HEAD SECTIONS, WITH EACH OF THE DIAGONALLY POSITIONED BEAM MEMBERS HAVING END CONNECTING MEANS THEREFROM PRIMARILY BELOW THE NEUTRAL AXIS THEREOF AT THE RESPECTIVE CONNECTIONS WITH SAID PANEL SECTIONS WHEREBY THE THRUSTS FROM SUCH BEAM MEMBERS OPPOSITE BENDING MOMENTS IN THE LONGITUDINAL BEAM MEMBERS OF SAID ELONGATED PANEL SECTIONS.