92 results about "Progressive collapse" patented technology

The invention relates to the technical field of fabricated concrete frame structures, and discloses a pre-stressing-force fabricated concrete-frame-joint connecting structure and a construction method thereof. The pre-stressing-force fabricated concrete-frame-joint connecting structure comprises a prefabricated concrete column, a prefabricated concrete superposed beam, a composite floor slab, a post-tensioned pre-stressing tendon, an anti-bending and energy-consuming reinforcing steel bar and a shear-resistant and high-strength reinforcing steel bar, wherein the post-tensioned pre-stressing tendon, the anti-bending and energy-consuming reinforcing steel bar and the shear-resistant and high-strength reinforcing steel bar are connected with the prefabricated concrete column and the prefabricated concrete superposed beam. A beam post-pour layer of the prefabricated concrete superposed beam and a slab post-pour layer of the composite floor slab are poured integrally, the inner portion of a beam column seam between the prefabricated concrete superposed beam and the prefabricated concrete column is filled with high-strength crack-pouring binding materials, the anti-bending and energy-consuming reinforcing steel bar and the shear-resistant and high-strength reinforcing steel bar are laid in the beam post-pour layer of the upper portion of the prefabricated concrete superposed beam, and the anti-bending and energy-consuming reinforcing steel bar is located above the shear-resistant and high-strength reinforcing steel bar. According to the pre-stressing-force fabricated concrete-frame-joint connecting structure and the construction method thereof, efficient construction can be achieved, the anti-seismic property and the progressive-collapse-resistant capability are good, and post-earthquake repairing is facilitated.

A building framework includes plural column assemblies supporting plural beams supporting floors of the building, with the union of the column assemblies and beams forming beam-to-column (or beam-to-column-to-beam) joint connection assemblies according to this invention. The joint connection assemblies inventively include novel features which remarkably and surprisingly improve the distribution of strain and plastic deformation in the joint connection structure when subjected to extreme load challenges to the building structure (as may occur during earthquake, explosion, progressive collapse load conditions, or massive impact.

The invention provides a method for designing a progressive collapse-resisting frame structure, relating to an architecture structure design method. The invention provides a simple, easy and high reliable method for designing the progressive collapse-resisting frame structure, and comprises a design method of progressive collapse resistance due to earthquake action and a design method of progressive collapse resistance due to human accidents. The invention is characterized in that analysis and calculation on static nonlinear collapse for a plane frame are carried out by using a limited unit method according to the characteristic of collapse of the frame structure and in view of geometrically nonlinear influence under the conditions of nonlinear and large displacement of materials; carrying out collapse-resisting analysis on the two progressive collapses to provide design methods with progressive collapse resistance, wherein the design methods are suitable for the background of design specifications of China, have operability of engineering application, and comprise the design method of progressive collapse resistance due to earthquake action and the design method of progressive collapse resistance due to human accidents.

The precast reinforced concrete construction elements with pre-stressing connectors provide beam-column connections which are post-tensioned through a combination of active and passive pre-stressing tendons. The active pre-stressing tendons improve the efficiency and effectiveness of the beam-column connections under service loads, as well as during application of external forces and stresses, such as during earthquakes. The passive pre-stressing tendons are lightly pre-stressed and only become effective during progressive collapse of the building. Specifically, the passive pre-stressing tendons become stressed only during downward movement of a joint due to the loss/damage of a column, thus providing resistance against further downward movement of the joint and thereby resisting the progressive collapse.

The invention discloses a method for analyzing an anti-progressive collapse performance of a large-span spatial structure. The method can be applied to analysis of the anti-progressive collapse capacity of the structure after failure of damaged local members of a building structure due to explosion, car collision, earthquake and so on. The method takes failure time of the members, geometric nonlinearity, material nonlinearity and conditions of rupture, contact, collision and so on into account in analysis, and also takes the inertia and dynamic effect of the structure due to member failure into account, thereby simulating the anti-progressive collapse performance of the structure more accurately.

An improved building structure and method for making steel frame buildings includes a beam-to-column or beams-to-column joint or connection which is most preferably shop fabricated (as opposed to on-site fabrication) and which offers a considerable savings in both steel requirements (i.e., material savings) and labor to make the joint connection. Also, because material utilization is improved in the connection, the new structure is more resistant to damage by seismic events (i.e., earthquake), by severe weather, and to damage from blast effects (i.e., terrorist attack or accident), than was the prior technology. The improved building structure also mitigates against progressive collapse of the building.

Disclosed are an assembly-type T-shaped mixed coupled wall and a construction method thereof. The assembly-type T-shaped mixed coupled wall comprises a first wall unit and a second wall unit which are connected together perpendicularly and form a T shape. Both the first wall unit and the second wall unit are prefabricated parts, and the first wall unit and the second wall unit are connected through a joint post-pouring belt. According to the assembly-type T-shaped mixed coupled wall, steel beams are used for replacing concrete beams and section steel columns are used for replacing edge constraint reinforced concrete embedded columns, so that the mixed coupled wall has better energy-dissipating capacity and progressive-collapse-resistant capacity than a traditional coupled wall; prefabrication and on-site installation are conducted at the same time, therefore, the problems that the quantity of wet construction on a construction site is large and a lot of construction waste is generated are solved, building operating requirements can be met conveniently, and assembly procedures can be simplified conveniently; after butt welding is conducted on joint short beams, high rigidity is formed between the wall units, therefore, the stability of wall bodies in the construction process is facilitated, the procedure that a shear wall is prefabricated to be used as a temporary support is omitted and the construction efficiency is guaranteed. The construction method can be widely applied to construction of mixed coupled walls in constructional engineering.

The invention relates to a circular cross cable truss structure which consists of two parts, namely, a cable truss and a peripheral circular beam or a circular truss, wherein the end part of the cable truss is connected with the circular beam or the circular truss; the cable truss is formed by intersection and combination of multi-truss planar cable trusses to form a mode that the middle is opened and roofs are arranged around the peripheral edges; the planar cable trusses consist of upper cables, lower cables and a plurality of middle web members; upper and lower end parts of the middle web members are respectively connected with upper cables and lower cables; the lengths of the middle web members are gradually reduced from outside to inside; the upper cables and the lower cables are intersected at end parts of the planar cable trusses. The circular cross cable truss structure provided by the invention has the advantages that the building appearance is attractive, the structure stress is reasonable, good progressive collapse resistance is achieved, processing, manufacturing and mounting can be feasibly implemented, and the like.

The invention relates to a device and method for testing the progressive collapse performances of a concrete plate-column structure. The progressive collapse of the structure is the progressive collapse, caused by a local damage failure caused by an incidental load, of a member connected with a failure damaged member, and finally may cause the overall collapse of a building structure or the collapse damage in a larger range relative to the initial local damage, thereby causing a large number of casualties and a great deal of financial loss. Therefore, the design of the progressive collapse performance of the structure is important. The device and method are used for carrying out the testing of the progressive collapse performances of the plate-column structure, and carry out the research of the distribution conditions of internal forces when the plate-column structure is caused by the accidental load to be partially invalid. The device and method carries out the design of the progressive collapse of the plate-column structure based on the internal force redistribution, and guarantees that the plate-column structure has the capability of resisting the progressive collapse under certain safety and reliability conditions.

The reinforced joint for a beam-column connection is provided for improving the resistance of steel-framed buildings against progressive collapse. Flange stiffening plates reinforce flanges of structural beams, with beam web stiffeners being attached to and extending between the flange stiffening plates. Additional column web stiffeners are attached to and extend between flanges of a structural column. A longitudinal cover stiffening plate is attached to the column stiffeners and the flange stiffening plates, extending across the joint and at least partially covering the beam web stiffeners. The reinforced joint between the structural beams and the structural column develops catenary action in the structural beams in the event of collapse.

The invention relates to a design method for increasing progressive collapse resistance of an RC frame structure and belongs to the field of natural disaster prevention and reduction of building structures. Progressive collapse resistance of a structure refers to the capability, for resisting local destruction, of an overall structural system. Under the initial local destructive effects of different parts of the structural system, collapse responses are different, however, the progressive collapse resistance as the feature of the overall structural system should be irrelevant to specific initial destructions, and the method is provided aiming at the limitation in measuring the progressive collapse resistance of the overall structural system. Collapse proportionality coefficient and structural bearing capacity safety coefficient are built on the analysis of all typical local initial destructions and irrelevant to specific initial destructions, and accordingly the progressive collapse resistance of the whole structure can be reflected. When the two coefficients are used to analyze the progressive collapse resistance of an eight-storey concrete frame structure, the collapse resistance of the structure designed based on the coefficients is increased evidently.

The invention discloses a concrete-filled square steel tube and steel beam semi-rigid reinforcing joint for preventing progressive collapse. The joint comprise a concrete-filled square steel tube column and an I-shaped steel beam. Internal partitions and reinforcing plates are respectively disposed inside and outside the square steel tube walls corresponding to the upper flange and the lower flange of the steel beam. A U-shaped steel connecting plate winds around the square steel tube column wall and is fixed with I-shaped steel beam webs on two sides of the column through high-strength bolts. The beam columns are connected through the U-shaped steel connecting plate and the high-strength bolts. The U-shaped steel connecting plate is also used as a vertical joint connecting plate. The internal partitions under impact load can avoid local buckling of square steel tube column walls. The reinforcing plates can increase joint end bending resistance. The joint is reasonable in structure, uncontinuous beams are integrated while column continuity is also considered, structural integrity and joint ductility are increased, dynamic effect during partial component failure is relieved, and progressive collapse preventing capability is increased.

Disclosed are an assembly-type cross-shaped mixed coupled wall and a construction method thereof. The assembly-type cross-shaped mixed coupled wall comprises first wall units and a second wall unit which are connected together perpendicularly and form a cross shape. The first wall units are symmetrically distributed on the two sides of the second wall unit, the first wall units and the second wall unit are all prefabricated parts, and the first wall units and the second wall unit are connected through joint post-pouring belts. According to the assembly-type cross-shaped mixed coupled wall, steel beams are used for replacing concrete beams and section steel columns are used for replacing edge constraint reinforced concrete embedded columns, so that the mixed coupled wall has better energy-dissipating capacity and progressive-collapse-resistant capacity than a traditional coupled wall; prefabrication and on-site installation are conducted at the same time, therefore, the problems that the quantity of wet construction on a construction site is large and a lot of construction waste is generated are solved and assembly procedures are simplified; after butt welding is conducted on joint short beams, high rigidity is formed between the wall units, therefore, the stability of wall bodies in the construction process is facilitated, the procedure that a shear wall is prefabricated to be used as a temporary support is omitted and the construction efficiency is guaranteed. The construction method can be widely applied to construction of mixed coupled walls in constructional engineering.

Disclosed are an assembly-type L-shaped mixed coupled wall and a construction method thereof. The assembly-type L-shaped mixed coupled wall comprises a first wall unit and a second wall unit which are connected together perpendicularly and form an L shape. Both the first wall unit and the second wall unit are prefabricated parts, and the first wall unit and the second wall unit are connected through a joint post-pouring belt. According to the assembly-type L-shaped mixed coupled wall, steel beams are used for replacing concrete beams and section steel columns are used for replacing edge constraint reinforced concrete embedded columns, so that the mixed coupled wall has better energy-dissipating capacity and progressive-collapse-resistant capacity than a traditional coupled wall; prefabrication and on-site installation are conducted at the same time, therefore, the problems that the quantity of wet construction on a construction site is large and a lot of construction waste is generated are solved, building operating requirements can be met conveniently, and assembly procedures can be simplified conveniently; after butt welding is conducted on joint short beams, high rigidity is formed between the wall units, therefore, the stability of wall bodies in the construction process is facilitated, the procedure that a shear wall is prefabricated to be used as a temporary support is omitted and the construction efficiency is guaranteed. The construction method can be widely applied to construction of mixed coupled walls in constructional engineering.

The invention discloses a beam string structure with high progressive collapse resistance performance and an implementation method of beam string structure. The beam string structure involves an upperbeam string and a lower inhaul cable, wherein a plurality of first joints are arranged on the upper beam string, a plurality of second joints are arranged on the lower inhaul cable, a plurality of third joints are arranged in the space between the upper beam string and the lower inhaul cable, four inclined supporting rods are arranged on each third joint, and the four inclined supporting rods areconnected to the two adjacent first joints on the upper beam string and the two adjacent second joints on the lower inhaul cable correspondingly. Compared with a traditional beam string structure, the beam string structure forms a standby force transmission path through the inclined supporting rods after the cable is broken, the structure can be effectively prevented from collapsing, meanwhile the supporting rod redundancy is increased, a prestress clamp at each second joint can effectively control the prestress loss of the lower inhaul cable in the service period, and the beam string structure with the high progressive collapse resistance performance and the implementation method of the beam string structure are simple in structure, easy to implement and suitable for being applied to practical engineering.

The invention relates to a long-span bi-prestressed superposed framework, a floor system and a construction method. The long-span bi-prestressed superposed framework comprises a prefabricated pillar with a bracket, wherein the prefabricated pillar supports a superposed beam; the superposed beam comprises two parts; the first part is a factory-made pre-tensioned or post-tensioned prestressed prefabricated part; the second part is a tensioned anchorage part formed by cast-in-place superposed partial concrete and external prestressed bars. According to the long-span bi-prestressed superposed framework, during application of a long-span assembled structure, the cross-sectional size of a prefabricated component can be reduced, and requirements for production, transportation and installation aremet; a pre-tension method can realize efficient production and mechanical operation of the prefabricated component; application of the external prestressed bars and anchoring of supporting componentscan improve the overall anti-seismic property of the structure; the progressive collapse resistance of the structure can be enhanced; efficient utilization of a design and construction integration prestressing technology can be realized; the requirements of the building industry for an assembled development tendency in an ultralong span and overweight load public buildings in the future can be met.

A rotary intersection self-balanced cable truss structure is formed by mutual crossing combination of multi-truss one-way self-balanced cable trusses. The middle of the structure is open, and a roof is arranged on the periphery of the structure. Each one-way self-balanced cable truss is composed of a middle beam or truss, an upper string cable, a lower string cable and a support rod, wherein the upper end and lower end of the support rod are connected with the middle beam or truss and the upper string cable or the lower string cable respectively, the support rod is a round tube, rectangular tube or multi-arm lattice type support rod, and the support rod is hinged to the middle beam or truss and the upper string cable or the lower string cable. The structure has the advantages that an architectural image is attractive, structural stress is reasonable, wind resistance and energy absorption capacity are high, end reaction is small, progressive collapse resistance is high, and machining, manufacturing and installation are easy.

The invention provides a strengthening method for resisting progressive collapse through a steel frame structure. Through the design method for resisting progressive collapse in the standard, the position of a key pillar is determined. After the key pillar is chosen and determined, the key pillar is assumed as a destroyed steel pillar, and single oblique ribs or double oblique ribs are additionally arranged on joist steel of the two sides of the destroyed steel pillar. The pressure arching effect of the key pillar position is reinforced, and the redundancy degree and the progressive collapse resistance property of a newly-built building are improved. Or after a weak pillar or a destroyed pillar is known through exploration and observation, the weak pillar or the destroyed pillar is assumed as the destroyed steel pillar. According to the arrangement conditions of building components and site conditions of construction, the single oblique ribs or the double oblique ribs are chosen for strengthening, and strengthening for progressive collapse resistance is achieved. The strengthening method for resisting progressive collapse through the steel frame structure is simple in design and mounting and good in economic benefits. Oblique ribs and regular stress components are not superimposed, so that the strengthening method for resisting progressive collapse through the steel frame structure is applied to a newly-built structure, strengthening reconstruction of an existing structure, a full welding beam pillar joint point, and an end plate connecting beam pillar joint point.

The invention provides a connecting unit capable of preventing structure progressive collapse after a corner post failure. The connecting unit comprises two connecting lines and a connecting device; and the two connecting lines are fixedly connected with the connecting device from the two sides to form the connecting unit. The connecting device is a connecting box; a first anchoring device for anchoring one end of the first connecting line in the connecting box and a second anchoring device for anchoring one end of the second connecting line in the connecting box are arranged inside the connecting box. In addition, the invention also discloses a using method of the connecting unit. A plurality of connecting units are arranged in a slanting mode at a structure end span from a bottom layer to a top layer; one end of each connecting unit is tied to a beam column edge node of the structure end span and the other end is anchored in a second node of an upper beam column. According to the invention, a suspension pulling device is formed. And the connecting unit has advantages of high anti-progressive collapse efficiency and high economy and is suitable for cast-in-situ and prefabricated structures.

The invention discloses a progressive collapse resistant cold-formed thin-walled profile combined wall and quick field mounting method thereof. An upper guide rail is a combined guide rail composed of a conventional U-shaped cold-formed thin-walled steel keel, a ribbed web U-shaped cold-formed thin-walled steel keel and an outer-framing U-shaped cold-formed thin-walled steel keel. A lower guide rail is a conventional U-shaped cold-formed thin-walled steel keel. A wall pillar is a C-shaped cold-formed thin-walled steel keel. The upper guide rail can effectively transmit vertical load, thus a cold-formed thin-walled steel floor beam need not be aligned with the keel pillars of the combined wall, and flexibility of a structural arrangement scheme of a cold-formed thin-walled steel house is improved; meanwhile, when the certain keel pillar of the combined wall is destructed due to earthquake, fire or the like, the upper load of the pillars can still be transmitted to the other wall pillars through the upper guide rail, progressive collapse of the combined wall is avoided, and structural safety and reliability is improved.

According to the method capable of improving the progressive collapse resistance of the structure, the limit rotation capacity of a beam end is improved, so that the tensile property of a longitudinal bar outside a strain concentration area is fully utilized, and the effect of a catenary is more completely exerted. Longitudinal short steel bars partially debonded with concrete are additionally arranged in a near-beam end area, and the short steel bars are arranged at the half-height position of a beam section, so that resistance continues to be provided after longitudinal bars at the top of a near-side column beam end or longitudinal bars at the bottom of a near-middle column beam end are broken, and continuous collapse of the structure is prevented. Local debonding of the longitudinal short steel bars and the concrete is achieved by wrapping the surfaces of the short steel bars with thermal polycondensation olefin pipes. The invention further provides an ultimate bearing capacity calculation method of the beam-column structure additionally provided with the short steel bars at the half-height position of the beam section. The progressive collapse resistance design technology provided by the invention has the advantages that the practice is easy, the anti-seismic property of the structure is not obviously influenced, and the economical efficiency is good; and the given ultimate bearing capacity analysis model has the characteristics of simplicity and accuracy.