System, apparatus and methods for precast architectural panel connections

Abstract

The performance of precast concrete cladding wall panel connection details is enhanced by incorporating a specific connection hardware, that allows precast panels to deform elastically to accommodate relative displacements due to building motion and/or energy associated with a seismic event. The connection hardware includes a crushing tube to at least partially absorb an impact due the seismic event.

Claims

1. A system comprising: a crushing tube capable of at least partially absorbing an impact; a bracket capable of securing the crushing tube to an interior beam within a structure; an architectural precast panel mounted on to the structure; a threaded rod capable of linking the crushing tube to the architectural precast panel; and an adjusting nut circumferentially coupled on to the threaded rod.

2. The system as set forth in claim 1, further comprising a bearing capable of supporting the weight of the architectural precast panel to the structure.

3. The system as set forth in claim 1, wherein the threaded rod is fastened to a sidewall surface of the architectural precast panel with a U-bolt having an aperture in a welded plate portion of the U-bolt, the aperture receiving a first end of the threaded rod.

4. The system as set forth in claim 1, wherein the crushing tube comprises a width ranging between 3.8 inches to 8.2 inches, a depth ranging between 1.8 inches to 4.2 inches, and a length ranging between 3.8 inches to 12.2 inches.

5. The system as set forth in claim 1, wherein the threaded rod comprises a diameter ranging between 0.6 inches to 1.3 inches.

6. The system as set forth in claim 1, further comprising a second end of the threaded rod inserted through a cross section of the crushing tube, the second end of the threaded rod received through a spring.

7. The system as set forth in claim 6, further comprising a second spring coupled to a second crushing tube, the second end of the threaded rod inserted through a cross section of the second crushing tube.

8. The system as set forth in claim 1, wherein the structure comprises a multistory building.

9. The system as set forth in claim 1, wherein the structure comprises a one-story building.

10. The system as set forth in claim 1, wherein the impact comprises at least one of a seismic event, an explosion blast, and wind shear.

Description

BRIEF DESCRIPTION OF THE DRAWINGS

(1) FIG. 1 is a side view assembly drawing.

(2) FIG. 2 is a close-up view of the components surrounding a crushing tube and a coil spring.

(3) FIG. 3 is a close-up view of the effect on the crushing tube when relative force of the architectural panel exceeds a predetermined amount in an inward direction.

(4) FIGS. 4A and 4B are each close-up views of the effect on the crushing tube when relative force of the architectural panel exceeds a predetermined amount in an outward direction.

(5) FIGS. 5 and 5A are each close-up views of the crushing tube.

(6) FIG. 6 is an installed view of the crushing tube.

(7) FIG. 7 is a graphical representation of variation of load with respect to displacement for an 8.0 inch crushing tube.

(8) FIG. 8 is a graphical representation of variation of load with respect to displacement for an 8.5 inch crushing tube.

(9) FIG. 9 is a graphical representation of variation of load with respect to displacement for a 9.0 inch crushing tube.

(10) FIG. 10 is a graphical representation of the cumulative results of experimental results and theoretical predictions.

OVERVIEW OF THE SELECTED REFERENCE CHARACTERS

(11) Pre-cast panel 110 Pre-cast panel width 112 Pre-cast panel distance from pre-cast panel to structure 114 Pre-cast panel to panel gap 116 Building floor 120 Perimeter Structural Beam 130 Bracket 140 Threaded Rod 150 Adjusting Nut 160 Bearing Connection 170 Crushing Tube 180 Coil Spring 200

DETAILED DESCRIPTION

(12) Referring to the figures wherein like reference numerals denote like structure throughout the specification the following representative embodiments are now described. The notation or characters A, B, C etc represent a repetition of the same element.

(13) Now referring to FIG. 1 which illustrates a side view of a multistory building 100 with architectural pre-cast panel 110 mounted on the side of the building, typically mounted one per building floor 120. The architectural pre-cast panel 110 is connected to the perimeter structural beam 130 using a bracket 140 via a threaded rod 150. The threaded rod 150 is securely affixed to the architectural pre-cast panel 110. At the base of the architectural pre-cast panel 110 is a bearing connection 170 that supports the weight of the architectural pre-cast panel 110. The architectural pre-cast panel 110 is positioned relative to the building floor 120 by adjusting nuts 160A/160B that are threaded onto the threaded rod 150. Placed on the threaded rod 150 are crushing tubes 180A/180B. The adjusting nut 160A/160B are tightened against the crushing tubes 180A/180B.

(14) Now referring to FIG. 2 which shows a close-up view of the crushing tubes 180A/180B which are placed on the threaded rod 150 on either side of the bracket 140. The crushing tubes 180A/180B are tightened against the bracket 140 via the adjusting nut 160A/160B on either side of the crushing tubes 180A/180B. The coil spring 200 is placed on the rod 150 between the crushing tube 180 and the adjusting nut 160.

(15) Now referring to FIG. 3 which shows an inward lateral movement 148 of the bracket 140 that is attached to the structural beam 130 relative to the pre-cast panel 110. The inward movement deforms 192B the crushing tube 180B and creates a deformed crushing tube 190B.

(16) Now referring to FIG. 1, FIG. 2 and FIG. 4A, whereby FIG. 4A shows an outward lateral movement 144 of the bracket 140 that is attached to the structural beam 130 relative to the precast panel 110. The outward movement compresses the coil spring 200 and creates a fully compressed spring 210.

(17) Now referring to FIG. 1, FIG. 2 and FIG. 4B, whereby FIG. 4B shows an additional outward lateral movement 145 of the bracket 142 that is attached to the structural beam 130 relative to the pre-cast panel 110. The additional outward movement deforms the crushing tube 180A and creates a deformed crushing tube 190A.

(18) Now referring to FIG. 5 which shows a close-up view of the crushing tube 180A and a side view of the crushing tube 180B is as shown in FIG. 5A.

(19) Now referring to FIG. 6 which depicts a representative assembly having the threaded rod 150 that is approximately one inch in diameter with nuts that can thread on the rod. The crushing tube may have dimension of four or six or eight inches in height and two or three inches in width. It should appreciated by those of ordinary skill that the specific dimensional descriptions are exemplary only. Crushing tubes with other dimensions may be used that generally fall within the spirit and scope of the present inventive subject matter. The threaded rod 150 is typically connected to the architecture panel via an embedded U-shaped bar that has a welded plate to allow the passage of the threaded rod. Other means of securing the rod to the panel could be devised without changing the concept of the system.

(20) FIGS. 7, 8 and 9 are the graphical representation of the variation of yield load with respect to displacement for an 8.0 inch, 8.5 inch and 9.0 inch crushing tube respectively.

(21) Table-1 given below shows variation of yield with load for an 8.0 inch crushing tube. FIG. 7 describes the graphical representation 700 for the same. Thus, for an 8.0 inch crushing tube the yield load increases with increasing displacement 710 and plateaus 720 at 10,750 pounds.

(22) TABLE-US-00001 TABLE 1 8 inches S.N Load PSI delta 1 500 100 0 2 1550 500 0 3 2850 1000 1/32 4 3550 1250 1/32 5 4175 1500 3/64 6 4850 1750 1/16 7 5500 2000 1/16 8 6800 2500 9 8175 3000 5/32 10 9450 3500 7/32 11 10750 4000 12 10750 4000 5/16 13 10750 4000 14 10750 4000 7/16 15 11400 4250 16 10750 4000 9/16 17 10750 4000 11/16 18 10750 4000 13/16 19 10750 4000 20 10750 4000 1 21 10750 4000 1 22 10750 4000 1

(23) Table-2 given below shows variation of yield with load for an 8.5 inch crushing tube. FIG. 8 describes the graphical representation 800 for the same. Thus, for an 8.5 inch crushing tube the yield load increases 810 with increasing displacement and plateaus 820 at 11,400 pounds.

(24) TABLE-US-00002 TABLE 2 8.5 inches S.N Load PSI delta 1 1550 500 0 2 2850 1000 0 3 4175 1500 1/32 4 4850 1750 1/16 5 5500 2000 1/16 6 6800 25000 3/32 7 8175 3000 8 9450 3500 3/16 9 10750 4000 10 11400 4250 5/16 11 11400 4250 12 11400 4250 13 11400 4250 14 11400 4100 15 11000 4000 15/16 16 10750 4000 1 1/16 17 10750 4000 1 3/16

(25) Table-3 given below shows variation of yield with load for a 9.0 inch crushing tube. FIG. 9 describes the graphical representation 900 for the same. Thus, for a 9.0 inch crushing tube the yield load increases with increasing displacement and plateaus 920 at 12,800 pounds.

(26) TABLE-US-00003 TABLE 3 9.0 inches S.N Load PSI delta 1 1550 500 0 2 2850 1000 0 3 4175 1500 1/32 4 4850 1750 1/16 5 4850 2000 1/16 6 6800 2500 3/32 7 8175 3000 8 9450 3500 3/16 9 10750 4000 10 12050 4500 5/16 11 12050 4500 12 13400 5000 13 14041 5250 14 13400 5000 15 13400 5000 15/16 16 12700 4750 1 1/16 17 12700 4750 1 3/16

(27) The moment carrying capacity of a steel member M.sub.P also called the plastic moment for the section of the tube wall can be calculated by the formula: M.sub.P=Fy (Yield Stress)*z (Plastic section modulus); M.sub.P=57,290*b*0.188.sup.2/4; M.sub.P=506*b: Where b=Tube Length.

(28) Further the yield load P on the whole tube can be calculated by the formula:
P*0.62=4M.sub.P(1/2.625),thus P=2.46M.sub.P

(29) By assuming a 10% over strength factor, P=1245.3*1.1*b=1370*b

(30) For b (Tube Length)=4 inches: P=5480 Pounds

(31) For b (Tube Length)=12 inches: P=16440 Pounds

(32) FIG. 10 represents the graphical representation 1000 of the cumulative results based on the experimental findings and the theoretical predictions. Length of the tube (in inches) is plotted on the horizontal axis and the yield load (in pounds) is plotted on the vertical axis. 1010 and 1030 represent the two end points determined by theoretical calculations described above. The three central points 1020 are determined by experimental results described in FIGS. 7, 8 and 9. The linear equation for the line drawn through the experimental and theoretical results can be generally represented by y=1380.5x83.796 with R.sup.2=0.9949. The conclusion drawn by these efforts is that the yield load is linearly proportional to tube length. This allows for designing the crushing tube to conform to the specific requirements of each application.

(33) Referring to Table-4 which represents the mill certificate showing the results for manufactured productASTM A500 GR B-2010, wherein T represents the thickness of the crushing tube as manufactured. All the material products were tested for variation in size, mechanical and chemical properties under various thermal conditions. A 0.188 inch thickness crushing tube was used as the base sample for comparison purposes. The mill certificate certifies the products to be of the desired good quality and indicates the yield strength of the specific material used for the crushing tube.

(34) TABLE-US-00004 TABLE 4 Tensile Y.P S.N Heat No. T L (psi) (psi) 1. 472005537 0.188 40 65,702 46,977 2. 473005414 0.250 20 67,008 47,853 3. 473005419 0.250 40 65,267 46,290 4. 473002067 0.188 20 70,199 57,290 5. 473002067 0.188 40 70,199 57,290 6. 473005414 0.250 20 67,008 47,863

(35) Persons skilled in the art will recognize that many modifications and variations are possible in the details, materials, and arrangements of the parts and actions which have been described and illustrated in order to explain the nature of this inventive concept and that such modifications and variations do not depart from the spirit and scope of the teachings and claims contained therein.

(36) All patent and non-patent literature cited herein is hereby incorporated by references in its entirety for all purposes.