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Publication numberUS3594965 A
Publication typeGrant
Publication dateJul 27, 1971
Filing dateOct 1, 1968
Priority dateOct 1, 1968
Also published asCA919451A1, DE1948985A1
Publication numberUS 3594965 A, US 3594965A, US-A-3594965, US3594965 A, US3594965A
InventorsSaether Kolbjorn
Original AssigneeSaether Kolbjorn
Export CitationBiBTeX, EndNote, RefMan
External Links: USPTO, USPTO Assignment, Espacenet
Precast building construction
US 3594965 A
Abstract  available in
Images(6)
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Claims  available in
Description  (OCR text may contain errors)

United States Patent [72] Inventor Kolbjorn Saether 3,396,945 8/1968 Schreier 254/106 934 Linden. Wilmette. lll. 60091 3,429,092 2/1969 Perry 52/263 pp 764,228 FOREIGN PATENTS :5 S d f ga gg 607,826 1948 Great Britain 52/126 l e y 854,175 1960 Great Britain 52/126 1,042,337 1966 Great Britain 52/745 [54] PREC T B ILD NG ON TR TI N Primary Examinerlohn E. Murtagh 21 Claims. 24 Drawing Figs- Attorney-Hill, Sherman, Meroni, Gross & Simpson [52] U.S. Cl 52/126,

51 I Cl 52,263 2355 2? ABSTRACT: Floor slabs are precast in situ one upon another, 1 l1 E 4 21/ temporary steel fling Columns are mounted through aligned 50 M sea h 0 1/00 clearance holes in the stack of slabs, a holding carriage and a l l R 8 lifting carriage are operatively disposed about each of the "'gg z' g columns, threaded tension rods are coupled to removable tension rod sections properly located and coupled to the slabs, CM mg 1i'-ii ii" "licii ifiii 'if fi igiii dl l iig sionrosoi ee ires o s e a n UNITEQSTATES PATENTS above the final elevation of the lowermost of the slabs in the 2,592,634 4/1952 Wilson 52/122 stack, the pack of slabs is held by the holding carriage until the 2930220 3/l960 Hamilton" 52/122 lifting carriage is raised to a further lifting height, the lower- 3I052I449 9/1962 Long 51/126 X most slab in the stack is temporarily supported at its highest 3965-573 H962 52/126 elevation and is released from the lifting tension rods so that 3,179,374 4/1965 Wall 52/126 the remaining slabs can be raised and the successive lower- .l i 2 5 Hamllm 5226 most slabs dropped off at their predetermined elevated posi- 3-278Il58 1on9 52/126 tions. while angular wall columns are mounted in position to .2 .142 10/1966 Entw1Stle-- 52/126 X provide the ultimate support for the lowermost slab which is 3,362,126 1/1968 Herolf.. 52/126 X then lowered onto such columns and released from the tempo- 3i363i393 1963 HeldenSlam 52/126 X rary holding means. After all of the slabs have been erected, 3IO36-8I6 5/1962 Stubbsjn 52/126 the lifting equipment is removed for reuse. To facilitate han- 2 il 2 h k n- 2 dling and placement of the wall columns one or more cranes 3,319,391 5/1967 Lutch 52/295 a be mounted on and ride up with the topmost slab.

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5\ I A I I Q I I ,4 /Q I I ,4 l Vi Z\ \j u /l/ //1 l L PATENTED JUL27 191:

SHEET l 0F 6 IN Vii/ JIUR. KOLa Jae/v 407/51? This invention relates to precast building construction involving the in situ casting of concrete slabs one upon another in the total number required and then elevating the slabs to and mounting them permanently in their intended positions in the building.

Building construction utilizing reinforced or post-tensioned concrete deck or floor slabs is now a reasonably welldeveloped art as represented in Phillip N. Youtz, US. Pat. Nos. 2,686,420 entitled SLAB LIFTING APPARATUS" and 2,720,017 entitled METHOD OF ERECTING BUILDINGS."According to those patents permanent steel supporting columns are erected for the intended building, concrete slabs are poured in situ one upon another about and between the columns with attachment collars fixed in the slabs and engaged about the respective columns. Slab-lifting jacks are mounted on the tops of the columns with threaded tension rods depending therefrom and attached to successive batches of two or three slabs which are successively raised by temporarily supporting the uppermost batches of slabs while the lower batches are raised to respective positions and the successive lowermost slabs are permanently attached to the columns by securing their collars in place. The collars serve as guides for the slabs along the columns as well as ultimate means through which the slabs are secured to the columns.

The slab-lifting jacks have an arrangement of respective hydraulic jacks mounted between a holding yoke and a lifting yoke, the jacks raising their lifting yokes by predetermined increments such as in a fz-inch stroke by hydraulic power, thereby correspondingly raising the lifting rods through the holding yoke. Holding nuts are run down the threaded rods onto the holding yoke while the lifting yoke is lowered and takeup nuts run down the upper extensions of the rods onto the lifting yoke, and the cycle repeated. In this manner the heavy loads of the slabs are inched upwardly. At least to the extent of details of the slab-lifting jacks and their mechanical and hydraulic operation, the disclosures of the aforesaid patents are incorporated herein by reference as is also U.S. Pat. No. 2,758,467.

One of the disadvantages of prior constructions has resided in the necessity for erection of supporting columns before pouring or casting the concrete slabs, wherein the columns are obviously obstructions preventing the use of fully automated equipment, but requiring a great deal of manual labor. Further, because the slabs are mounted on the columns, at-

tachment collars must'be secured in the slabs about the respective columns requiring tie-in with the reinforcement, and placing limitations upon location of the reinforcement within the slabs.

The prior construction has also placed definite limitations architecturally, being .quite restrictive on the architectural layouts due to the need for efficient location ofthe supporting columns. The best location for the columns is somewhere inside the edge of the slab and away from the slab corners. This results in great architechtural conflicts because of the permanent location of such columns. In addition, fireproof ing codes require that the steel columns be fireproofed.

In the permanent column arrangement mounting of the lifting jacks directly on top of the columns creates certain problems. The tall unbraced towerlike columns presented certain lateral instability hazards and thus severe limitation upon the weight and thus the number of slabs that could be lifted. Then, it has been necessary where column extensions are employed'to remove the lift jacks from the top of the lower column, and lift the same to the top of the extension column after the latter has been secured in place on top of the lower column.

All of the foregoing and other deficiencies and shortcomings of the prior construction are overcome by the method, structures and apparatus of the present invention whereby floor slabs are precast in situ one upon another, temporary steel lifting columns are mounted through aligned clearance holes in the stack of slabs, a holding carriage and a lifting carriage are operatively disposed about each of the columns, threaded tension rods are coupled to removable tension rod sections properly located and coupled to the slabs, lifting jacks mounted on the lifting carriage actuate the tension rods to lift the entire stack of slabs toa height adjacently above the final elevation of the lowermost of the slabs in the stack, the-pack of slabs is held by the holding carriage until the lifting carriage is raised to a further lifting height, the lowermost slab in the stack is temporarily supported at its highest elevation and is released from the lifting tension rods so that the remaining slabs can be raised and the successive lowermost slabs dropped off at their predetermined elevated positions, while angular wall columns are mounted in position to provide the ultimate support for the lowermost slab which is then lowered onto such columns and released from the temporary holding means. After all of the slabs have been erected, the lifting equipment is removed for reuse. To facilitate handling and placement of the wall columns one or more cranes may be mounted on and ride up with the topmost slab.

An important object of the present invention is to provide a novel precast building construction wherein elevation of the slabs to their functioning position is effected along temporary columns.

Another object of the invention is to provide a new and improved method of constructing precast concrete buildings in which roof and floor deck slabs are precast in situ one upon another and are all lifted in a one-shot manner wherein each successive lower slab is dropped off as erection progresses.

A further object of the invention is to provide a new and improved method of constructing precast buildings by lifting a stack of precast slabs and successively mounting the lowermost slabs in load-supporting relation on substructure erected under the raised slabs.

Still another object of the invention is to provide a new and improved precast building construction in which precast deck slabs are lifted up and mounted directly onto preformed wallcolumn members.

Yet another object of the invention is to provide novel apparatus for erecting precast building structures.

A still further object of the invention is to provide a new method of and means for mounting columns in full load-bearing relation to supporting and supported structures.

Other objects, features and advantages of the present invention will be readily apparent from the following detailed description of certain preferred embodiments, taken in conjunction with the accompanying drawings, in which:

FIG. I is a fragmentary top plan view of a stack of precast building deck slabs depicted during the slab pouring or casting operation;

FIG. 2 is a sectional detail view taken substantially along the line II II ofFIG. 1;

FIG. 3 is a sectional detail view similar to FIG. 2 but showing a slight modification in the slab making technique and depicting certain additional details;

FIG. 4 is a schematic elevational view depicting the assembly preparatory to lifting a stack of horizontal floor and roof deck slabs;

FIG. 5 is a similar sectional view depicting an arrangement for doubling the lifting capacity as compared to the arrangement in FIG. 4;

FIG. 6 is an enlarged side elevational view looking toward the left in FIG. 4;

FIG. 7 is a vertical sectional detail view taken substantially along the line VII-VII in FIG. 6;

FIG. 8 is an enlarged sectional elevational detail view of one of the takeup nuts employed in the lifting apparatus;

FIG. 9 is a vertical sectional detail view depicting the manner in which a horizontal slab is maneuvered in placing it on its supports after it has been raised and released from the bottom of the stack;

FIG. 10 is a side elevational view looking toward either the left or right in FIG. 9;

FIG. 11 is an isometric view ofa bearing yoke member employed in the slab maneuvering device ofFIGS. 9 and 10;

FIG. 12 is an isometric view of a supporting bracket used in the slab handling device of FIGS. 9 and 10; V

FIG. I3 is a schematic illustration depicting various features and steps employed in the erection of a building pursuant to the invention;

FIG. 14 is a schematic top plan view depicting the layout of a typical floor slab and angular wall columns;

FIG. 15 is an isometric view showing a precast angular wall column in course of erection;

FIG. 16 is a fragmentary top plan view illustrating placement of grouting gaskets and shims for a wall column;

FIG. 17 is a fragmentary vertical sectional detail view taken substantially along the line XVII-XVII of FIG. 16;

FIG. 18 is an isometric view of a steel structure angular wall column,

FIG. 19 is a fragmentary vertical elevational view, partially in section depicting the erected relationship of steel frame wall columns to a floor slab;

FIG. 20 is an enlarged top plan view of one form ofgrouting gasket;

FIG. 21 is a similar top plan view of a modified form of the grouting gasket;

FIG. 22 is a fragmentary side elevational view of a grouting gasket with an air bleed plate assembled therewith;

FIG. 23 is a top plan view of another grouting gasket arrangement; and

FIG. 24 is a fragmentary vertical sectional detail view of a building assembly employing the grouting gasket arrangement of FIG. 23 taken substantially on the line XXIV-XXIV of FIG. 23.

According to the present invention horizontal floor and roof deck slabs are poured in situ one upon the other in an area entirely free from columns so that the slabs can be poured and finished by means of mechanical equipment on the order of that utilized for paving and precasting of sectional and like concrete slabs whichvare then transported to the building position. This is accomplished by the elimination of building load supporting columns in the building area. To this end, a stack of concrete slabs 25 (FIGS. 1 and 2) is successively poured in situ upon a base slab 27 of at least the same total area and which may be a basement slab or a ground level slab as preferred. Suitable footings 28 are provided under the slab 27 and desirably in suitable locations to afford base support for temporary lifting columns to be hereinafter described. Over the footings, the slab 27 is provided at the locations desired with respective wells 29 of adequate dimensions to receive therein respective heavy steel foundation plates 30 each of which rests upon a suitable elastomeric grouting gasket 31. Column anchor bolts 32 extend up from the footing and through respective clearance holes 33 in the plate 30 for receiving the foot ofa column.

As each of the slabs 25 is successively poured provisions are made for accommodating slab lifting equipment. Before the first slab 25 is laid upon the base slab 27, a parting agent is coated upon the top surface of the slab 27, and such a parting agent is coated upon the top surface of each succeeding slab so that all of the slabs 25 will be separable. It will be understood that suitable edge forms are also employed.

Since according to this invention the slabs 25 are not mounted on common vertical columns, the need for attachment and lifting collars in the slabs as in conventional construction is entirely eliminated. Instead, each of the slabs 25 is provided with a simple temporary lifting column clearance opening 34 aligned with the column base well 29 and with each of the openings in the other slabs of the stack. This greatly simplifies structurally efficient placement of reinforcement (not shown) in the slabs.

Where, as shown, the opening 34 is of smaller horizontal cross-sectional dimensions than the well 29, suitable removable filler, such as rigid foam plastic commercially available as Styrofoam, pieces 35 may be applied over the foundation plate 30 in the overhanging area of the lowermost slab 25 to maintain the slab thickness and to maintain the well accessible for subsequent removal of the baseplate 30 whereafter the well may be grouted closed or utilized for another purpose if desired.

To form the openings 34 during the pouring and finishing of each of the slabs 25, a removable, flattop box core form 37 is desirably employed which is mounted, for each ofthe slabs 25, at an elevation flush with the intended top surface plane of the slab to be poured so that it may also serve as a thickness gauge. Such placement of the form 37 is desirably effected by mounting it through respective radially extending spiderarms 38 upon the upper ends of respective internally threaded coupling sleeves 39 which are screwed onto the upper end portions of respective threaded stub rods 40 resting upon respective spacer sleeves 41 which in turn rest upon respective lifting plates 42 lying flush within the top surface of the underlying slab and mounted to the associated stub rod 40. Under the lowermost of the slabs 25, the lifting plate 42 is recessed within the top surface of the base slab 27 which has respective recesses 43 accommodating the lower end portion of the adjacent stub rod 40 and an attachment nut 44 by which the adjacent plate 42 is secured in place on its stub rod. Preparatory to pouring each of the slabs 25, a core plate 45 on the outer end of each of the spiderarms 38 is aligned with a respective coupling 39 of one of the four upwardly projecting stub rods 40, with a downwardly projecting alignment boss 47 fitting into the socket provided by the upper portion of the coupling sleeve. Leveling of the forming spider is easily effected by rotary threaded manipulation of the respective couplings 39. Each of the forming or core plates 45 isof the same dimensions as the lifting plates 42 so that after each slab has set and the core forming spider is removed as by lifting it through a device 48 attached through a slot 49 in the top of the mold body 37, a recess will be provided in the top surface of each of the slabs 25 to receive the lifting plates 42.

Where instead pouring and finishing the slabs with equipment of the generally road paver type, the so-called conveyor bridge type of equipment is to be used, longer tension rod sections 50 (FIG. 3) may replace the single slab length sections 40 thus reducing the number of pieces of equipment that need be handled. For example, the sections 50 may be ofa length to accommodate four slab thicknesses. Where the longer sections 50 are used, the coupling sleeves 39 need be only at the splice joints, while the nuts 44 may be used at all other of the lifting plates 42. An approximately 3 -foot maximum upward extension of the rod sections 50 is tolerable for conveyor bridge slab pouring. Where the rod extensions 50 are employed, the coring mold former 37 may have openings through the forming plates 45 thereof to receive the extensions therethrough, instead of the locating bosses 47 previously described,

After all of the slabs 25 for a particular building structure have been completed and are ready to be erected, namely, after the topmost slab of the stack has been sufficiently cured, temporary steel lifting columns 51 of preferably I-I-beam section are inserted through the aligned clearance holes 34. Respective foot plates 52 rigid on the lower ends of the columns 51 are secured to the tops of the respective baseplates 30 by means of the bolts 32 onto which are driven retaining nuts 53. These nuts are placed by any suitable means such as magnetic extension wrenches and tightened lightly. The abutting surfaces of the baseplate 30 and the foot plate 52 are desirably milled to make thorough bearing contact. Since the baseplate 30 is floatingly supported by the elastomeric gasket 31 thereunder, the full bearing contact is assured between the plates when the column 51 is perfectly vertically adjusted and maintained in such adjustment as by means of suitable wedges 54 inserted between the column 51 and the edge defining the uppermost clearance hole 34 which is enabled because the clearance holes are of sufficiently larger size than the beam section to provide complete clearance about the column. After the column has been thus fixed in its vertical orientation, grout is driven into the space under the baseplate within the gasket 31 and supports the column in full load bearing relation upon its footing 28. Introduction of the grout may be through a grout tube 55 delivering through a suitable hole 57 in the margin ofthe baseplate 30.

After the grout under the columns 51 has set to load bearing strength, lifting of the stack of slabs 25 as a unit may be effected upwardly along the columns, and the arrangement is such that the lifting is expedited to the full height of the building by suitable floor-by-floor increments with utmost efficiency, avoiding unduly tall and laterally unsupported columns, without any necessity for dropping lifting rods downwardly to reach for packs of slabs underneath previously raised slabs, and without requiring dismounting of lifting jacks from the tops of columns in order to mount column extensions. To this end, the columns 51 are constructed in substantially one floor sections, being typically of about 8feet 8 inches in length and constructed to be bolted in alignment. Each column section 51 has on its upper end a cap plate 58 (FIGS. 6 and 7) upon which is received the foot plate 52 of a superposed aligned column section in full bearing relation with countersunk flatheaded bolts 59 securing the plates fixedly together. It will be understood, of course, that there are as many of the sectional columns as required for efficiently handling the slab span to be lifted.

Initially there is supported on the lower end portion of the second column section a lifting carriage 60 upon which are mounted in balanced lifting relation a pair of hydraulic lifting jacks 61 illustrated schematically in FIGS. 4, 6 and 7 and for details of structure and operation reference may be had to the aforesaid U.S. Pat. No. 2,758,467. Suffice it to say that each of the jack assemblies comprises a holding yoke 62 on which is mounted a hydraulically operating jack unit 63 supporting a lifting yoke 64. Depending freely through the aligned outer end portions of the yokes 62 and 64 are threaded lifting rods 65 secured to the slabs to be lifted and about which are threadedly engaged holding nut assemblies 67 over the yoke 62 and lifting nut assemblies 68 over the yoke 64. Operation ofthejack unit 63 causes the lifting yoke 64 to be raised incremently such as about one-half inch in a typical instance such that the lifting nuts 68 which have theretofore been run down onto the yoke 64 as by means of an operating chain 69, effect similar lifting of the lifting rods 65. Thereupon the holding nuts 67 are run down onto the holding yoke 62 as by means of a chain drive 70. This lifting cycle is repeated until the lifting rods 65 have raised the slabs the desired distance.

For supporting the jack assemblies 61 in a manner to have the supporting column assume the lifting load in an efficient, balanced relation, the carriage 60 comprises a rugged steel frame 'having respective opposite coextensive parallel sideplates extending to a substantial length beyond the associated column 51 and slidably engaging the side flanges of the column. Extending between and secured to the opposite end portions of the sideplates 71 are respective angle bar cross-frame members 72 which provide respective right angular inwardly and downwardly facing reentrant seats into which thrust complementary upper ends of respective supporting brace bars 73 which have their lower ends shaped complementary to an upwardly and outwardly facing seat or shoulder provided by the web of the column 51 and the upper end of a respective shoulder plate 74 fixedly secured to the web.

To enable ready shifting of the carriage 60 from the column section to column section, the brace bars 73 are generally hingedly mounted on the carriage. Hinging is effected in a manner to enable full thrusting seating of the upper end of the brace bars in their loadcarrying function while nevertheless permitting relatively free swinging of the bars into and out of the loading engagement with the respective carriage and column seats when moving the carriage along the column. For this purpose, each of the brace bars 73 has adjacent to its upper end aligned pintles 75 projecting sidewardly and received in respective arcuate clearance slots 77 in the carriage sideplates 71 dimensioned to enable swinging of the brace bars downwardly and outwardly as indicated in dash outline in FIG. 7, into clearance relation to the associated column. To facilitate return to and maintenance in the column shoulder seat engaging position, the brace bars are desirably provided with biasing means normally urging them to swing inwardly, herein comprising a respective counterweight 78 mounted on a rigid lever arm 79 extending outwardly from the upper end portion of the bar.

In the operation of the carriage 60, it is mounted on the column assembly, initially supported on the seating shoulders of the second column sectionin the assembly. All four of the lifting rods 65 are coupled at their lower ends as by means of internally threaded coupling sleeves 80 (FIG. 3) to the upper ends of the stub rod chains mounted in lifting relation to the slabs 25. Then, with the holding nuts backed off from the holding yoke 62, and the lifting nuts 68 run down firmly against the lifting yoke 64, the jack unit 63 is actuated in unison with all of the other lifting jacks which are similarly operatively disposed in respect to the slab stack until the stack has been raised to the maximum height permitted by the initial setting of the carriage 60. schematically FIG. 4 shows the initial phase oflifting the stack of slabs, on comparison of the full outline and dash outline positions.

In order to enable the lifting carriage 60 to be raised to the next higher position on the column assembly and free from the stack of slabs, the stack is held immobile for an interim while the lifting carriages are raised to their next position. For this purpose, holding means are provided at each of the columns, desirably comprising respective holding carriages 81 which in all essential respects are identical and interchangeable with the lifting carriages 60. Inasmuch as the lifting and holding carriages are depicted herein as identical, the same reference numerals are applied to the elements of the carriage 81 in FIG. 7 as applied to the carriage 60 and it will be understood that the description of the structure and function ofthe elements is identical. Since the holding carriages 81 need function only to hold the slab stack in the interim while the lifting carriages are elevated to new positions, the holding carriages are permitted to ride freely on the stack until the respective interim holding positions are reached. As shown in FIG. 4, the holding carriage 81 is disposed in position about the column 51 but rests upon the slab stack, being desirably supported on suitable blocks 82 to afford clearance for the downwardly extending brace bars 73. As the slab stack is lifted, the brace bars 73 of the holding carriage 81 may be permitted to idle freely along the web of the adjacent column 51. When the slab stack has been raised as far as practicable by the lifting carriage 60 without resetting the same, the holding carriage 81 will have been brought into substantial alignment with the upwardly facing shoulder provided by the foot plate 52 ofthe next upper column section. To avoid any necessity for overlifting and then dropping the stack and lifting carriage 81 down into holding position, the holding carriage may be otherwise, such as manually, lifted upwardly relative to the lifting rods 65 until the brace bars 73 automatically snap into seating relation to the foot plate shoulder under their counterweight bias. Then with the carriage 81 supported in holding position on the column assembly, respective holding nuts 83 are run down on the lifting bars 65 firmly against respective holding yokes 84 carried by the holding carriage. Thereby the slab stack load is assumed by the holding carriages 81. This frees the lifting carriages 60 for repositioning upwardly along the column and relative to the upwardly projecting portions of the lifting rods 65 which have been raised to a sufficient height to be reengaged at the next higher setting of the lifting carriage.

In order to facilitate freeing the lifting carriage in each instance, from the lifting rods, the holding nuts 67 and the lifting nuts 68 are preferably constructed to be freed from the rods so as to avoid having to turn them threadedly up the rods, although that may be done if preferred. In a convenient construction, all of the nuts embody the construction best shown in FIG. 8, namely each may comprise a pair ofcomplementary split nut sections 85, such as a standard hexagonal nut cut in half. In operation, a complementary steel shield 87 encompasses the nut sections and holds them in threaded engagement with the associated lifting rod. On the upper end of the shield is a sprocket-toothed collar 88 which is drivingly engaged'by the associated drive chain. When the carriage 60 is to be repositioned. the respective nut shields 87 are lifted off of the associated nuts and the nut sections 85 are removed from the associated rods 65. After the carriage 60 has been repositioned, the nut assemblies are reassembled for further operation. Since the split nut structure also facilitates mounting and demounting of the nuts relative to the lifting rods, the holding nuts 83 associated with the holding carriages 81 may embody the same structure if desired.

After the lifting carriages 60 have been repositioned at the next operating level resumption of the lifting cycles of the lifting jacks may be resumed and the lowermost slab 25 in the stack is lifted into a position to be dropped off for its chosen building level. For this purpose the lowermost slab is raised with the stack to an overlifted position wherein its lower face is sufficiently high to afford clearance therebelow and above footings or the next lower slab, as the case may be, to enable erection of load-bearing wall columns upon the lower slab, whereafter the overlifted slab is lowered into supported relation upon the load-bearing substructure which has been erected thereunder while the slab has been held in the overlifted position for headroom.

While the use of two lifting jack assemblies 61 at each column enables lifting double the load of the customary single jack on each column, means may be provided for again doubling the load of slabs to be raised by the present one-shot lift method. For this purpose, the arrangement shown in FIG. may be employed wherein in addition to the lifting carriage 60 and the two jack assemblies 61 carried thereby and operating four lifting rods 65, a second and in this instance longer lifting carriage 89 is provided to operate in tandem with the carriage 60. A pair of lifting jack assemblies 90 mounted on the carriage 89 have lifting rods 91 depending therefrom and attached in lifting relation to the upper portion of a stack of precast slabs 25, which may be of the same number as the slabs in the lower portion of the stack to which the jack assemblies 61 are attached through their lifting rods 65. In this arrangement the holding carriage 81 may be of substantially the same length as the lifting carriage 89, and supplied with four holding yokes 84' and associated holding nuts, to accommodate all of the lifting rods 65 and 91.

For supporting each successive slab 25 when it reaches its drop-off position, reusable apparatus is provided desirably at each of the columns 51 to afford substantially stress-free support of the slab. In a desirable construction this apparatus comprises a three part separable assembly 92 (FIGS. 912) arranged to mounted on the shoulder provided by the foot flange plate 52 ofthe adjacent column section joint and within the vertical channel space between the side flanges of the column. To this end, the apparatus 92 includes a generally inverted U-shaped supporting yoke bracket 93 having lower outwardly extending supporting lugs 94 and a head 95 extending inwardly on its upper end portion and engageable in thrusting relation from below by a ram 97 of a hydraulic jack 98 arranged to be seated on the supporting shoulder of the foot flange bearing plate 52. A slidable bearing guide is provided by filler member 99 of inverted U-shape seated at the lower ends of its vertical legs on the foot plate shoulder and receiving the bracket 93 slidably thereagainst and with ample clearance above the head 95 to enable a full range of operational vertical movement of the supporting bracket 93 under the control ofthe jack 98.

The construction and arrangement of the apparatus 92 is such that it can be readily installed from below the slab 25 which has been raised to the overlift position shown in dash outline in FIG. 9. For this purpose, the filler bearing member 99 is first inserted upwardly into position. The supporting bracket 93 is then inserted upwardly into position within and against the bearing member 99 and held there while the associated jack 98 is placed upwardly into operating position with its ram 97 supportingly under the bracket head 95. Cushions 100 which may be of elastomeric material are desirably interposed between the supporting lugs 94 and engage the undersurface of the slab 25. It will be observed that for maximum stability and stress-free operation, two sets of the slab-handling apparatus 92 are associated with each column-Suitable hydraulic control means are provided for operating the jacks 98 and may comprise manual pumping and release means for each pair of jacks or the jacks on all columns may be connected for operation in unison. Initially the jacks 98 are operated to effect a lifting thrust on the engaged slab 25 sufflcient to enable releasing the slab from the lifting rods or 91, as the case may be, by detaching the lifting plates 42 from beneath the slab which is now supported by the brackets 93. Thereupon the remainder of the stack of slabs 25 above the released slab can be lifted on toward dropping off of the next succeeding lower slab. 1n the meantime, supporting substructure is erected under the stationarily held slab 25 while the remaining slabs may continue their upward travel. I

By virtue of the lifting of the total stack of floor and roof slabs, and the freedom under the lowermost slab for building erection activity as soon as it has reached its headroom overlifted position, on the order of 6 inches above final position in the building, workon the floor area under such lowermost slab can proceed immediately and without interruption while the temporary supporting apparatus 92 is placed on the columns, the slab is released from the bottom of the stack and lifting of the remainder of the stack continues. This lends itself exceptionally well to rapid placement of prefabricatedload-bearing wall columns 101 on the floor deck or footings, as the case may be, below the overlifted slab, whereafter such slab is lowered into supported relation on the wall columns 101 by retraction of the jack rams 97, to the full line position shown in FIG. 9. With the slab load thus transferred from the holding jacks 98 to the load-bearing substructure, the assemblies 92 can be removed for reuse. Such removal is easily effected by removing the tiller bearing members 99 upwardly, swinging the brackets 93 from the lower unloaded position shown in dot-dash outline in H6. 9 to clear the supporting lugs 94 into the vertical channel of the column and pass the slab while the bracket is withdrawn upwardly. Thereafter the jack 98 may also be withdrawn upwardly for reuse. After each floor slab has been mounted and the temporary or interim handling apparatus 92 has been removed, stabilizing wedges 102 (FIG. 13) which may be hardwood, may be driven into engagement between the lifting columns 51 and the erected horizontal slab 25 to provide lateral stability for the columns taking ad vantage of the great lateral stability inherent in the building structure of which the slab is now a part.

To assist in the erection of the preformed load-bearing wall columns 101, a ground-supported crane may be used, but because of the highly stable, large load capacity means for lifting the stack of slabs 25 herein, a crane 103 is adapted to be mounted on the uppermost or roof slab 25, as by bolting the same thereto. Thereby the ground area around the building is left relatively free for other purposes, and the top mounted crane is constantly available for lifting materials including the wall columns 101 to each floor space as it becomes available. On the floor on which the wall columns 101 are to be mounted, forklift truck means or dollies may be utilized for moving the wall columns into position.

By having the preformed load-bearing wall columns 101 of angular shape (FIG. 14) they may set into place to be both stable and plumb without any type of temporary bracing. After they are grouted-in between the slabs below and above, they furnish shear walls in two directions and make the building immediately laterally stable, up to the level of the slab above the wall. These angular wall columns furnish moment stiff connection at all slab supports even in the exterior slab corners. This moment connection is provided with very little reduction in the vertical carrying capacity of the wall column. This result accrues from the fact that there is no bending over a weak axis in any of the wall column units. The moment stiff connection along exterior walls enables great savings in slab design and greatly reduces damaging deflections in the slab and slab edges as compared to conventional column supported slabs.

Where the horizontal slabs are supported on columns extending therethrough as has been conventional practice. the slabs are subjected to large peak moments at the columns and these moments largely control the selection of the required slab thickness and the amount of reinforcing steel therein..ln post-tensioned slabs, these conditions. are even more pronounced because of the need to carry the same steel tendon through negative and positive bending zones from one edge of the slab to the opposite edge. By using the angular preformed wall columns of the present invention negative peak moments are greatly reduced and large savings in material and labor are permitted. Another decided advantage of theangular load-supporting wall columns is that fireproofing is substantially facilitated and enhanced, especially where such columns are of precast concrete as compared with conventional steel columns. Typical arrangements of the angular wall columns 101 are schematically depicted in FIG. 14 on a large area floor slab 25 and demonstrate the great versatility of this mode of construction. The great architectural design latitude as to floor plan and wall treatment is readily apparent. Exterior walls, partitions, enclosures and reinforcement about elevator shafts 104, stairwells 105, utility openings 107, and the like in the floor slab are readily accommodated. Location of the temporary column clearance openings 34 in the slab can be readily related to the predetermined positions desired for the wall columns 101 to avoid interference with placement of the columns and yet provide for substantially strain-free lifting and handling of the slab in the manner already described.

In order to secure full and uniformly distributed load bearing by and onto the angular wall column 101 in each instance, a three-point post assembly injected grouting arrangement is provided for, utilizing the same general method and arrangement hereinbefore described in respect to providing a thorough supporting base for the temporary lifting columns 51. To this end, as shown in FIGS. 15, 16 and I7, grout-retaining elastomeric gaskets 108 are positioned between the ends of the wall column and the confronting slabs 25 at preferably three areas, namely adjacent the respective opposite ends of the end edge areas and adjacent the convergence of the end edge areas. Lead-gauging shims 109 are desirably placed between the column edges and the slabs adjacent to but outside the quadrangular grout gaskets 108. Such shims are of a thickness sufficiently less than the thickness ofthe gaskets 108 to permit adequate sealing compression of the gaskets, but avoiding collapse of the gaskets beyond useful grout-receptive thickness. Grout is then filled into the areas within the gasket under pressure to afford a desirable density and load-bearing capacity of the set grout. Any remaining gaps between the ends ofthe wall columns 101 and the slabs may be grouted or calked.

Instead of precast reinforced concrete construction for the wall columns, a prefabricated metal angular wall column 110 (FIG. 19) may be employed, In a typical construction, the wall column 110 substantially identical vertical posts which may be of H-beam configuration rigidly connected together coextensively in the preferred spaced relatively angular column outline by'horizontal bars 112 and diagonal brace bars 113. On the respective opposite ends of the posts 111 are rigidly affixed coplanar bearing pad flange plates 114. In mounting the metal framewall columns 110, elastomeric grout-retaining ring gaskets 115 are interposed between the bearing pads I14 and respective metal bearing plates 117 mounted in the confronting faces of the floor slab 25. Respective spacers 118 are preferably disposed between the column units 110, and within the areas confined by the gaskets 115 if desired, and the slab 25 or other load-engaged surfaced in order to maintain a desired depth of grout space within the gaskets 115. After erection of the floor slabs and metal frame wall columns has been effected, any desirable wall covering 119 may be applied onto and over the columns and over the exposed edges of the slab 25, as preferred In loading grout into any of the gasket-enclosed areas under the column base, and between wall columns and the slab surfaces, not only are means for injecting the grout required but also means for venting air and water to prevent formation of pockets or voids.'ln one arrangement as depicted in FIG. 20, the elastomeric gasket G in angular ring form in order to present a quadrangular enclosure for maximum efficiency in the generally quadrangular bearing areas of the respective load-bearing members, may be provided through one corner thereof with a charging hole 120 provided with a semirigid, but resilient reinforcing liner 121 to prevent collapse under pressure and through which discharges a loading hose 122 attached to the gasket and connected with a suitable low-pressure grout pump or injector. Extending from within at least the remaining corners of the gasket to the exterior are vent means comprising small diameter bleed tubes 123. After the assembly has been completed and the gasket placed under limited compression between the parts to be grouted, grout is injected through the hose 122 until fluid constituents thereof bleed from each of the bleed tubes 123 which may be successively pinched off as the bleedout is observed, as by means ofa suitable respective clamp 124. After the gasket-enclosed area has been filled with grout, the charging tube 122 may be pinched off as by means of a clamp 125 to avoid regression of fluent grout. After-the grout has set, the tube 122 may be cut off close to the gasket G, as indicated at S.

In another arrangement, as shown in FIG. 21, the gasket loading .tube 122 may be fixed within the reinforcing lines 121 and provided with a pressure bulb l27.-As the gasket area is loaded with grout and back pressure develops the bulb 127 expands as shown in dash outline and, being of elastomeric material, the resiliency maintains the grout under pressure while it is setting up and after the tube has .been pinched off as by means of the clamp 125 applied tothe loading tube outwardly beyond the pressure bulb 127. Alternatively, bleed tubes, the gasket G may be provided with bleed grooves 128 extending across the corner areas on at least one side of the gasket from the inside to the outside and of such shallowness that although air and water will be permitted to escape, when grout material enters the grooves they will be sealed off so that a self-sealing relationship is attained after air and water has been ejected from the grout area.

Where it is desired to maintain positive bleed passage groove openings even though the gasket may be liable to substantial pressures which might prematurely close off bleed grooves in the actual surface of the gasket, the structure shown in FIG. 22 may be employed comprising a bleed groove plate 129 which may be made from rigid or semirigid plastic or metal and has on its exposed surface bleed grooves 130 while the opposite surface is engaged against and may be compressed into the confronting surface of the gasket. If desired the bleed plate 129 may be adhesively or otherwise secured to the gasket. At its sides, the plate 129 may be chamfered as shown to avoid cutting into the gasket under pressure.

Where it is desired to effect not only bearing uniformity by means of the grout, but also to provide moment continuity, means may be provided for distributing the grout in keying relation to the grouted structural members. Such an arrangement is shown in FIGS. 23 and 24 wherein the gasket encompasses an area within which one of the members has a keying recess 131 to which leads a grouting passage 132 from the outside receptive of a grout delivery hose 133. From the other of the members there extends into the recess 131 a key projection 134 which remains in spaced relation to the surfaces defining the recess 131 such that when grout is injected into the space around the key and into the gasket enclosed area the key will be set and interlock the members against lateral displacement pressures or stresses. Additional keying may be effected by providing the members with sleeves or aligned core bores 135 within which a dowel 137 of smaller diameter is placed and the grout fills into the bores and about the dowel so that a thoroughly keyed structure results. Bleed off may be effected in a preferred manner such as by means of bleed ducts 138 bleeding through one or more of the building members to the outside and which ducts are self-sealing due to their length and the relative clogging nature of the grout material in respect to small openings. Similar bleed ducts 139 may lead from the dead ends of the keying bores 135. If desired, either or both of the grout delivery tubes 133 may be provided with the expansible pressure .bulb 127. Further, either or both of the delivery may be pinched off as by means of the clamp 125 if desired to prevent regression of the grout load.

The gaskets G may be made from any suitable elastomeric material such as neoprene. In order to facilitate placement and retention of the grout gaskets during handling of the building parts and placement thereof, the gaskets may beadhesively secured to the surface on which first mounted. For

example, where the gaskets are mounted on a slab surface, they may be adhesively secured thereto in the desired position. Where they are mounted on wall columns, they may be adhesively secured thereto. As delivered to the building site, the gaskets may be provided on one surface with a pressure sensitive adhesive and with a suitable protective cover thereon which is stripped off before the gaskets are applied, according to known practice in the use of such pressure sensitive adhesively coated members.

After all of the precast slabs have been lifted to their final locations and set upon their supporting substructures, all of the stabilizing wedges and hardware employed in the lifting operation, including the lifting jacks, lifting and holding carriages, lifting rods, stub rod chains, couplings, lifting plates, lifting nuts, intermediate holding and handling apparatus, sectional lifting columns and their baseplates are removed from the building for reuse at another building site.

It will be understood that variations and modifications may be effected without departing from the spirit and scope of the novel concepts of this invention.

I claim as my invention: 1, Apparatus for handling building floor and roof slabs formed in situ and provided with column openings through which ground supported lifting columns are mounted and on which columns are supported lifting devices by which a stack of the slabs is adapted to be lifted to raise each successive lowermost slab to a desired elevation wherein that slab is released from the lifting means while the remaining slabs are further lifted, comprising:

interim holding assemblies separably mountable on the respective columns after the respective lowermost slabs have been lifted to substantially their desired elevations;

means on said assemblies for engaging and supporting the lowermost slab with which associated for transference of the slab load to the columns; and

jacking means in each assembly operative for lowering and releasing said engaging means after supporting substructure has been erected under the lowermost slab.

2. Apparatus according to claim 1, each said assembly comprising a lifting bracket having said slab-engaging means, and a lifting jack comprising said jacking means supporting said bracket.

3. Apparatus according to claim 2, in which each said assembly includes a removable backup bearing member for said bracket and serving as a filler behind the bracket enabling removal of the bracket-from the column and the slab upon removal ofthe bearing member.

4. Apparatus according to claim 1, in which said columns have upwardly facing shoulders accessible through said openings, and said interim holding assemblies are mountable on and removable from said shoulders through said openings.

5. A method of constructing a multistory building, comprising:

preforming on a ground-supported base a stack of horizontal slabs one upon the other and of a length and width to cover a substantial building area;

providing in each of said slabs a plurality of lifting column openings vertically aligned in the stack;

erecting in said openings ground-supported lifting columns;

mounting lifting apparatus on said columns;

operating said apparatus to lift said stack of slabs along said columns until the lowest slab in the stack has reached an elevation above said base higher than its intended erected position;

supporting said lowest slab at said higher elevation on said columns and detaching it from the stack and said lifting apparatus; further operating said lifting apparatus on said columns to lift the remainder of the stack from said column-supported lowest'slab while it is held at said higher elevation;

while said remainder of the stack is undergoing further lifting by said apparatus, erecting building substructure independent of said columns under said lowest slab to provide ultimate support for it;

lowering said lowest slab onto said substructure for full support by said substructure and releasing such slab from said columns;

repeating the foregoing procedure with each succeeding lowest slab; and

finally removing said apparatus and columns.

6. A method according to claim 5, comprising preforming said substructure into a plurality of wall columns each of which as a. plurality of integral angularly related wall panel portions providing a self-stable unit, and placing said wall columns into efficient load-bearing respective positions under the lowest slab they are to support before lowering the slab thereonto.

7. A method accordingto claim 5, comprising mounting said columns in said aligned openings on ,baseplates having grout space thereunder, holding said columns in vertical orientation with the baseplates normal to the vertical axes of the respective columns, filling grout under the baseplates through tubes extending through said plates into said spaces, and then setting the grout to assure balanced vertical load distribution in respect to said columns 8. A method of constructing a multistory building, comprising:

preforming on a ground-supported base a stack of horizontal slabs one upon the other and of a length and width to cover a substantial building area;

providing in each of said slabs a plurality of column openings vertically aligned in the stack; erecting ground-supported columns to project upwardly through said openings to a height at least near the elevation to which the lowest slab in the stack is to be raised;

mounting lifting apparatus on said columns at a height which is sufficient to enable lifting the entire stack to adjacent said elevation;

connecting lifting rods to the slabs in the stack and attaching the lifting rods operatively to said lifting apparatus;

actuating the lifting apparatus to raise the rods and thereby lift the stack to adjacent said elevation but with a clearance space between said lifting apparatus and said stack; mounting on the columns respective holding carriages within said space and connecting said carriages to said rods in load-supporting holding relation to thereby support the stack from said carriages;

disconnecting said lifting apparatus from said rods and relocating the apparatus on the columns at a second height near the elevation to which the next succeeding lowest slab is to be raised;

then reconnecting the lifting apparatus to said rods for operation to continue lifting of the stack and disconnecting said holding carriages; continuing lifting of the stack until the lowest slab has reached said elevation therefor; supporting said lowest slab on said columns;

releasing said lowest slab from the stack; and

operating said apparatus to raise the stack from said lowest slab to adjacent the elevation to which the next succeeding lowest slab is to be raised.

9. A method according to claim 8, comprising supporting said carriages on top' of the stack to rideupwardly therewith adjacent to said columns when the carriages are not mounted on the columns or attached supportingly to said rods.

10. Apparatus according to claim 4, said means for lowering and releasing the engaging means comprising hydraulic jacks seated on said shoulders, said means for engaging and supporting the lowennost slab comprising respective brackets supported by said jacks for raising and lowering of the brackets.

11. Apparatus for lifting into position floor and roof slabs which have been formed in situ, comprising:

columns along which the slabs are to be lifted and which columns are in one-story building height sections;

means for securing said column sections vertically end to end;

means on lower portions of said sections providing seats including upwardly facing shoulders;

a respective carriage movable vertically along each column in a manner to leave the top of the associated column free for mounting thereon of another section as a column extension is needed;

lifting means supported by each of the carriages and having means detachably connectable to the slabs for lifting the slabs upon operation of the lifting means; and

means on said carriage separably engaging said seats in load-bearing relation.

12. Apparatus according to claim 11, said last-mentioned means comprising respective brace bars having lower ends engageable with said seats and upper ends, and load transfer structure on the respective carriages engaging said upper ends and thereby transferring the load to said brace bars by which the load is transferred to the associated column seat.

13. Apparatus according to claim 12, each of said bars being pivotally and relatively movably mounted with respect to said structure to enable passage of said brace bars along said shoulders during movement of the carriages upwardly along the columns.

14. Apparatus according to claim 12, in which said structure in each instance provides a reentrant seat, and the upper end of the associated brace bar is of complementary shape to thrust efficiently into engagement with such seat.

15. Apparatus according to claim 11, in which said seats comprise foot flanges on said column sections.

16. Apparatus according to claim 11, in which said column sections have vertical webs, and respective shoulder plates fixedly secured to said webs and providing said seats.

17. Apparatus according to claim 11, comprising second upwardly facing seat shoulders on said lower portions of the column sections at a different elevation from the first-mentioned seats enabling the lifting means carriages and holding carriages both equipped with means for separably engaging the seats to be supported simultaneously in adjacent relation on the column sections.

18. A method of constructing buildings comprising:

forming a stack of reinforced separate concrete building floor and roof slabs successively one on top of the other;

during the forming of each slab forming respective column receiving holes therein aligned with the similar holes in the other slabs;

adjacent to each of said holes removably mounting in the slabs a plurality of vertical slab-connecting lifting rod extension elements having their upper ends above the topmost slab for coupling thereto of lifting rods of lifting apparatus to be carried by columns mounted through said aligned holes;

removably securing lifting plates on said lifting rod extension elements under each ofthe slabs;

whereby all'of the slabs can be lifted in unison and then each lower slab can be released successively from the bottom of the lifted stack; and

supporting for each slab to be formed a hole core and lifting plate socket-forming spider as a thickness gauge on said extension elements above the surface upon which the slab is to be formed. 19. A method according to claim 18, comprising coupling rod sections together in a train to form said extension elements and with the sections in the topmost slab extending thereabove for coupling thereto of the lifting rods of the lifting apparatus, and securing removable retaining means to said rod sections under said lifting plates.

20. A method of constructing a multistory building, comprising:

preforming on a ground-supported base a stack of horizontal slabs one upon the other and of a length and width to cover a substantial building area;

providing in each of said slabs a plurality of lifting column openings vertically aligned in the stack;

erecting in said openings ground-supported lifting columns;

mounting lifting apparatus on said columns;

operating said apparatus to lift said stack of slabs along said columns until the lowest slab in the stack has reached an elevation above said base higher than its intended erected position;

supporting said lowest slab at said higher elevation on said columns and detaching it from the stack and said lifting apparatus;

further operating said lifting apparatus on said columns to lift the remainder of the stack from said column-supported lowest slab;

preforming substructure in a plurality of load-supporting column units having opposite end upper and lower respective bearing faces;

erecting said column units as building substructure independent of said columns and locating said units at desirable locations and supporting the units on their lower bearing faces whereby to provide ultimate support under said lowest slab,

placing grout retaining generally ring-shaped gaskets onto the upper bearing faces of the units to surround the major areas of such faces;

placing load-bearing shims which are slightly thinner than said gaskets between said upper faces and said lowest slab whereby to prevent collapse of said gaskets from the weight of the slab but permitting sealing compression of the gaskets by said weight;

lowering said lowest slab onto the gaskets and thereby enclosing grout spaces within said gaskets;

filling said spaces with grout to assure stable and efficient full support load distribution from the lowest slab onto the units;

releasing said lowest slab from said columns;

repeating the foregoing procedure with each succeeding lowest slab; and

finally removing said apparatus and columns.

21 In a method of constructing a building wherein a preformed slab is lifted along columns mounted in openings in the slab;

mounting said columns on baseplates;

mounting said baseplates on grout-retaining gaskets;

holding said columns in vertical orientation with the baseplates normal to the vertical axes of the respective columns;

filling grout under the baseplates into areas enclosed by said gaskets;

setting the grout to assure balanced vertical load distribution through said columns;

said gaskets comprising elastomeric material;

floatingly supporting said baseplates and effecting said vertical orientation aided by said floating mounting of the baseplates;

said baseplates having respective holes therethrough to the space within the gaskets; and

filling the grout through said holes.

Patent Citations
Cited PatentFiling datePublication dateApplicantTitle
US2592634 *Aug 17, 1945Apr 15, 1952Hart Wilson JohnConcrete slab wall joint
US2930220 *May 31, 1955Mar 29, 1960Us Lift Slab CorpAnchoring structure for building slabs
US3028143 *Mar 30, 1959Apr 3, 1962Cheskin David BLifting apparatus
US3036816 *Sep 6, 1960May 29, 1962Stubbs Allan HApparatus for lift-slab building construction
US3052449 *Oct 6, 1958Sep 4, 1962Long John CJacking means for building construction
US3065573 *Aug 13, 1959Nov 27, 1962Samuel GoldbergBuilding construction
US3179374 *May 16, 1961Apr 20, 1965Ernst WalliApparatus for erecting a multi-storied building
US3194532 *Nov 17, 1961Jul 13, 1965Harrill Chivous GApparatus for pouring floors of a multi-story building
US3278158 *Aug 6, 1964Oct 11, 1966Angel Saldana JuanLifting mechanism, actuating means therefor and slab anchoring means therefor
US3279142 *Nov 16, 1962Oct 18, 1966Entwistle Clive EMethod of constructing a tensile system of building construction
US3319391 *Oct 15, 1964May 16, 1967Anthony LutchElevation markers
US3362126 *Nov 23, 1964Jan 9, 1968Vilhelm Herolf Erik GostaMethod for guiding floors during their lifting
US3363393 *Nov 8, 1963Jan 16, 1968Von Heidenstam Erik JohanMethod and equipment for erecting multi-storey building structures
US3396945 *Aug 1, 1966Aug 13, 1968Schoeller Bleckmann StahlwereMounting for elevated platform
US3429092 *May 26, 1966Feb 25, 1969Dyna StructuresStructural frames and methods and means therefor
GB607826A * Title not available
GB854175A * Title not available
GB1042337A * Title not available
Referenced by
Citing PatentFiling datePublication dateApplicantTitle
US3978630 *Mar 4, 1975Sep 7, 1976International Environmental Dynamics, Inc.Central tower building with ground constructed hoisted and supported floors
US3988868 *Mar 4, 1975Nov 2, 1976International Environmental Dynamics, Inc.Support for floor to hollow core tower
US4011705 *Oct 31, 1975Mar 15, 1977Peter Martin VanderklaauwMethod for constructing a thin-shell concrete structure designed for lifting with hydraulic apparatus
US4071988 *Mar 29, 1974Feb 7, 1978Peter BowesCore and beam suspension system for a building construction and method of construction
US4158255 *May 4, 1977Jun 19, 1979Fried. Krupp Gesellschaft Mit Beschrankter HaftungCable net cooling tower jacket installation method
US4195453 *Nov 9, 1977Apr 1, 1980Komendant August EModular, multi-floor building
US4301630 *Aug 8, 1979Nov 24, 1981Burkland Raymond AMethod and apparatus for lift-slab building construction
US4507069 *Oct 20, 1983Mar 26, 1985Foundation Control Systems, Inc.Apparatus for positioning and stabilizing a concrete slab
US4691485 *May 29, 1986Sep 8, 1987Epitestudomanyi Intezet & Konnyuipari Szerelo es Epito VallalatApparatus and process for the construction of monolithic ceilings
US6082058 *Aug 27, 1997Jul 4, 2000Deng; GenghouLifting method of building construction from top to bottom
US6308469Oct 18, 1999Oct 30, 2001Shear Force Systems Inc.Shear wall panel
US6393673Jul 30, 1998May 28, 20023M Innovative Properties CompanyMechanical-fastening element
US7735293 *May 10, 2008Jun 15, 2010Dwight Eric KinzerMethod of constructing a modular load-bearing structural column
US7823341 *Aug 2, 2006Nov 2, 2010Ceslab, Inc.Height-adjustable, structurally suspended slabs for a structural foundation
US8069620 *Oct 1, 2010Dec 6, 2011Ceslab, Inc.Height-adjustable, structurally suspended slabs for a structural foundation
US8341907 *Apr 9, 2012Jan 1, 2013Gourley Mervin DStructurally reinforced modular buildings
US8863474 *Apr 9, 2010Oct 21, 2014Bin YuanMain work construction method for reinforced concrete building and building construction machine
US8950132Jun 8, 2010Feb 10, 2015Innovative Building Technologies, LlcPremanufactured structures for constructing buildings
US8978324Nov 12, 2013Mar 17, 2015Innovative Building Technologies, LlcPre-manufactured utility wall
US20110296789 *Jun 8, 2010Dec 8, 2011Sustainable Living Technology, LlcConstruction System and Method for Constructing Buildings Using Premanufactured Structures
US20120023840 *Apr 9, 2010Feb 2, 2012Bin YuanMain Work Construction Method for Reinforced Concrete Building and Building Construction Machine
US20130067832 *Jun 7, 2011Mar 21, 2013Sustainable Living Technology, LlcLift-slab construction system and method for constructing multi-story buildings using pre-manufactured structures
CN102653947B *May 8, 2012Feb 18, 2015上海市基础工程集团有限公司地下预埋钢构件限位调直施工方法
Classifications
U.S. Classification52/125.1, 254/89.00R, 52/745.13, 52/263
International ClassificationE04B1/35
Cooperative ClassificationE04B1/3511
European ClassificationE04B1/35B