Buckling restrained mounting structure

Abstract

The invention relates to the technical field of constructional engineering supporting structures, in particular to a buckling-restrained mounting structure, the construction parcels of the buckling-restrained mounting structure are divided into a building A1, a building A2, a building A3, a building A4, a building B2, a building B3, a building B4 and a building B5, and the building A1 adopts 32 buckling-restrained braces in total; 36 buckling restrained braces are adopted for the A2 building; a3 adopts 48 buckling restrained braces in total; 40 buckling restrained braces are adopted for A4 buildings; b2 adopts 40 buckling restrained braces in total; the B3 adopts 52 buckling restrained braces in total; 40 buckling restrained braces are adopted in the B4 building; forty-eight buckling restrained braces are adopted in the B5 building; buckling supports are locally arranged, from the first-layer structure, the buckling supports are arranged to the top layer according to the principle that two buckling supports are arranged on each layer, and gusset plates, center ribs and side ribs connected with columns are all made of Q355B. The supporting structure has the advantage of meeting the main body supporting requirement of construction.

Description

Technical Field

[0001] The present application relates to the technical field of building engineering support structures, and in particular to a buckling restrained installation structure. Background Art

[0002] Buckling-resistance bracing is a new type of support. It is usually composed of three parts: an inner core steel core, an outer restraint sleeve, and a non-bonded isolation material between the two. When the tensile and compressive loads reach a certain level, the inner core steel core yields and consumes seismic energy through hysteresis deformation. The outer restraint sleeve provides lateral restraint for the inner core steel core to prevent the inner core steel core from buckling under compression. The outer restraint sleeve has two forms: reinforced concrete restraint sleeve and outer square steel pipe combined with concrete or mortar. Non-bonded isolation materials are used to eliminate the friction between the inner core steel core and the outer restraint sleeve, so that the inner core steel core can expand and contract freely without restraint. Rubber, polyethylene, silicone, latex, etc. are usually used. Summary of the invention

[0003] In order to meet the main support requirements of the construction, the present application provides a buckling restraint installation structure.

[0004] The buckling restraint installation structure provided in this application adopts the following technical solution:

[0005] A buckling restraint installation structure, the construction site is divided into A1 building, A2 building, A3 building, A4 building, B2 building, B3 building, B4 building and B5 building, the underground is a reinforced concrete frame structure, and the raft foundation is adopted; the ground is a steel frame structure, the A1 building adopts 32 buckling restraint supports, the main models are JY-SD-5290 and JY-SD-2350; the A2 building adopts 36 buckling restraint supports, the main models are JY-SD-5290, JY-SD-2350 and JY-SD-3296; the A3 building adopts 48 buckling restraint supports, the main models are JY-SD-5290 and JY-SD-2350; the A4 building adopts 48 buckling restraint supports, the main models are JY-SD-5290 and JY-SD-2350; 40, buckling restrained braces: the main models are JY-SD-5290 and JY-SD-2350; Building B2 uses 40 buckling restrained braces, the main models are JY-SD-5290, JY-SD-2350 and JY-SD-3384; Building B3 uses 52 buckling restrained braces, the main models are JY-SD-5290 and JY-SD-2350; Building B4 uses 40 buckling restrained braces, the main models are JY-SD-5290 and JY-SD-2350; Building B5 uses 48 buckling restrained braces, the main models are JY-SD-5290 and JY-SD-2350;

[0006] At the same time, buckling braces are set locally. Starting from the first floor structure, buckling braces are set up to the top floor according to the principle of two braces per floor. The node plates, center ribs and side ribs connected to the columns are all made of Q355B.

[0007] By adopting the above technical solution, the main structure support was achieved according to the specific requirements of the plot and the construction purpose was completed.

[0008] Optionally, the buckling restraining support includes a core material, an outer sleeve, and a non-bonded material located inside the outer sleeve, and the outer sleeve suppresses buckling of the central core panel.

[0009] By adopting the above technical solution, when the tension and compression loads reach a certain level, the new material yields and consumes seismic energy through hysteresis deformation. The outer sleeve provides lateral constraints for the core material to prevent the core material from buckling under compression. The unbonded material is used to eliminate the friction between the core material and the outer sleeve, allowing the core material to expand and contract freely without any constraints.

[0010] Optionally, the buckling restraint supports are interconnected through node plates. The node plates are ordinary steel structures and are installed along with the main beams and columns of the steel structure. After the floor slab is cast, the position of the node plates is corrected after the buckling restraint support members are temporarily fixed and finally welded and fixed.

[0011] By adopting the above technical solution, fixed connection of the buckling restrained support is achieved.

[0012] Optionally, the node plate determines the lower connection node A of the buckling restraint support and the upper connection node B of the buckling restraint support according to the buckling restraint support installation angle α and the inclined length of the node plate and the buckling restraint support template, the length of the stiffening rib plate, and considering the welding gap.

[0013] By adopting the above technical solution, the buckling restrained support is stably connected.

[0014] Optionally, a lifting lug is welded on the surface of the buckling restraining support, and two lifting lugs are arranged along the length direction of the buckling restraining support. The lifting lug is located on a side surface of the buckling restraining support facing vertically upward.

[0015] By adopting the above technical solution, the hoisting of the buckling restrained support is realized, which is convenient for users to lift and construct.

[0016] Optionally, the buckling restraint support is connected by butt welds, the on-site butt welds are level 2 welds, and the remaining welds are level 3 welds.

[0017] By adopting the above technical solution, a stable connection of the buckling restrained support is achieved.

[0018] Optionally, the buckling restraint support needs to be unloaded and hoisted by a tower crane, the maximum deadweight of the buckling restraint support is less than 1 ton, and the wire rope is a 12.0 mm wire rope (wire rope 6×

[0019] 37-12.0); when hoisting, tighten the shackle on the lifting lug and lift it. The shackle specification should be a shackle with a rated load greater than or equal to 1.25 tons; the lug plate is made of Q355B, with a plate thickness of 8mm and a lifting lug hole diameter of 45mm;

[0020] The axial bearing capacity of a single lifting ear is: N = fA = 295 × (95-45) × 8 = 7.08t

[0021] The lifting factor is 1.4, the safety factor is 2.0, and the final factor is 1.4x2.0=2.8, which is 3.0. The axial bearing capacity of the ear plate after considering the magnification factor is 7.08 / 3=2.36t.

[0022] When the maximum weight of the hoisting component is less than 1 t, it is calculated as 1 t, with two lifting points.

[0023] In the hoisting state, the weight of a single ear plate is 1 / 2sin60°=0.58t<2.36t, which meets the hoisting requirements;

[0024] The allowable tension of the wire rope should meet the following requirements:

[0025]

[0026] In the formula, Sg is the allowable tension of the wire rope (N);

[0027] α is the conversion coefficient of breaking tension of wire rope (or force unevenness coefficient).

[0028] For wire rope 6×19, take 0.85; for 6×37, take 0.82; for 6×61, take 0.80;

[0029] R is the total breaking tension of the wire rope;

[0030] K is the safety factor of the wire rope. In the hoisting state, the weight of a single wire rope is 1 / 2sin60°

[0031] =0.58t, which is 5.8kN. If a fiber core steel wire rope with a diameter of 18 and a pressure of 1770MPa is selected, then Sg = 0.82

[0032] ×84.1÷7=9.85kN>5.8kN, meeting the lifting requirements;

[0033] According to the maximum load of the wire rope crane of 0.58t, a D-type shackle with a lifting capacity of 5t and model T(8) was selected as the shackle for the hoisting of this project.

[0034] By adopting the above technical solution, the lifting is made more stable and the lifting safety is improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] Figure 1 It is a plan view of the buckling restrained support of Building A1 in the embodiment of the present application;

[0036] Figure 2 It is a plan view of the buckling restrained support of Building A2 in the embodiment of the present application;

[0037] Figure 3 It is a plan view of the buckling restrained brace of Building A3 in the embodiment of the present application;

[0038] Figure 4 It is a plan view of the buckling restrained support of Building A4 in the embodiment of the present application;

[0039] Figure 5 This is a plan view of the buckling restrained brace of Building B2 in the embodiment of the present application;

[0040] Figure 6 This is a plan view of the buckling restrained brace of Building B3 in the embodiment of the present application;

[0041] Figure 7 It is a buckling restrained brace plan view of Building B4 in the embodiment of the present application;

[0042] Figure 8 It is a plan view of the buckling restrained support of Building B5 in the embodiment of the present application;

[0043] Fig. 9 It is the schematic diagram of the buckling restrained brace;

[0044] Fig.10 It is the buckling restrained brace construction method and quality diagram;

[0045] Fig.11 It is the process flow chart of buckling restrained brace;

[0046] Fig.12 is the buckling restrained brace transport diagram;

[0047] Fig.13 It is a schematic diagram of a buckling restrained brace connection node in an embodiment of the present application;

[0048] Fig.14 It is a node welding sequence diagram in the embodiment of the present application;

[0049] Fig.15 is a structural schematic diagram of the connection position of the lifting lug in an embodiment of the present application;

[0050] Fig.16 It is a welding operation diagram;

[0051] Fig.17 It is a schematic diagram of a temporary fixation method for welded steel sheets in an embodiment of the present application. DETAILED DESCRIPTION

[0052] At present, in order to meet the main support requirements of the construction, the embodiment of the present application proposes a buckling restraint installation structure.

[0053] The embodiment of the present application discloses a buckling restraint installation structure. Figure 1-8The construction site is divided into Building A1, Building A2, Building A3, Building A4, Building B2, Building B3, Building B4 and Building B5. The underground is a reinforced concrete frame structure with a raft foundation; the ground is a steel frame structure. Building A1 uses 32 buckling restrained braces, and the main models of the buckling restrained braces are JY-SD-5290 and JY-SD-2350; Building A2 uses 36 buckling restrained braces, and the main models of the buckling restrained braces are JY-SD-5290, JY-SD-2350, and JY-SD-3296; Building A3 uses 48 buckling restrained braces, and the main models of the buckling restrained braces are JY-SD-5290 and JY-SD-2350; Building A4 uses 40 buckling restrained braces. The main models of buckling restrained braces are JY-SD-5290 and JY-SD-2350; Building B2 uses 40 buckling restrained braces, and the main models of buckling restrained braces are JY-SD-5290, JY-SD-2350, and JY-SD-3384; Building B3 uses 52 buckling restrained braces, and the main models of buckling restrained braces are JY-SD-5290 and JY-SD-2350; Building B4 uses 40 buckling restrained braces, and the main models of buckling restrained braces are JY-SD-5290 and JY-SD-2350; Building B5 uses 48 buckling restrained braces, and the main models of buckling restrained braces are JY-SD-5290 and JY-SD-2350.

[0054] At the same time, buckling braces are locally set up to improve the rigidity of the structure. Starting from the first-floor structure, buckling braces are set up to the top floor according to the principle of two braces per floor. The node plates, center ribs and side ribs connected to the columns are all made of Q355B. At the same time, the quality inspection level of equal-strength butt-fusion welding is level two.

[0055] The buckling restraint support includes a core material, an outer sleeve, and an unbonded material disposed in the outer sleeve, such as Fig. 9 As shown, the principle of the buckling restrained brace is to use an outer sleeve with greater stiffness to suppress the buckling of the central core material, so that the core material yields in tension and compression to dissipate energy. The center of the buckling restrained brace is the core material, which provides stiffness for the structure and can yield and dissipate energy under earthquake action. The outer sleeve is a steel casing, which plays a restraining role to prevent the core material from buckling as a whole when it is under pressure. A layer of unbonded material or a very small air layer (Gap) is provided between the outer sleeve and the core material to eliminate the negative impact of the expansion of the core material under the Poisson effect. The buckling restrained brace structure has good ductility and enhanced energy dissipation capacity. The construction method of the buckling restrained brace is the same as that of the ordinary steel structure support, with a fast construction progress and reliable quality. Fig.10 shown.

[0056] In the embodiment of the present application, the steel model of the buckling restraint support member is Q355B, and the welding rod model is E50XX. Sampling and retesting are required before processing, and it can be put into use only after meeting the requirements. The processing flow is as follows: Fig.11 shown.

[0057] Loft the buckling restraint support member according to the design drawing, use a ruler or bend ruler to find 90 degrees, then use the bend ruler or ruler to mark the cutting line, and adjust the cutting angle according to the attached drawing to make the cut.

[0058] According to the attached drawings, accurately determine the groove position and geometric dimensions, use grinding wheel grinding or mechanical planing. When processing the edges, the planing amount must not be less than 2.0mm, especially the weld groove size should be carefully processed according to the process requirements.

[0059] Before assembling the core material, pop out the core material positioning line on the lower panel of the buckling restraint support, and use a grinding wheel to remove the loose rust on both sides of the positioning line. After the core material is assembled, it is spot welded and fixed.

[0060] When processing and assembling the outer sleeve, clean up the debris inside the U-shape, and firmly press the upper flange plate against the upper side of the partition. To prevent the column from twisting, add a positioning fixture.

[0061] Before welding, remove debris within the weld range and on both sides, and use a semi-automatic submerged arc welding machine to weld the two upper welds simultaneously in the same direction. Use multi-layer and multi-pass welding. After the front weld is 1 / 2 full, turn the component over and weld the two welds on the back side, and finally fill the front weld.

[0062] When making the connecting end groove, the box-type component is welded and then the end face is milled flat. When end milling, the horizontality of the component and the parallelism of the end face section and the milling cutter must be ensured.

[0063] The painting environment temperature should comply with the provisions of the paint product manual. If there are no provisions, the ambient temperature should be between 5 and 38°C and the relative humidity should not be greater than 85%. There should be no condensation and oil stains on the surface of the buckling restraint support member. It should be protected from rain within 4 hours after painting.

[0064] The rust removal method and rust removal level of steel component surfaces shall comply with the provisions of the specifications, and its quality requirements shall comply with the provisions of the national standard "Rust level and rust removal level of steel surfaces before painting". The rust removal method and rust removal level of component surfaces shall be compatible with the coating used in the design.

[0065] The following conditions must be met when cutting the core board: pay attention to cutting off the scrap steel strips around the core board to ensure the straightness of the core board; do not turn off the fire when cutting, keep the surrounding environment free of vibration, and keep the voltage stable and the flame steady; after cutting, grind it, if there is a deep blade, grind it for a smooth transition; control the shrinkage of the core board: according to the size of the core board, adjust the material margin appropriately, generally about 1‰, and adjust it in the middle of the core board; after the core board is cut, it is required to be lifted at two points to ensure the straightness of the core board.

[0066] The precision requirements for the core material cutting surface are as follows:

[0067]

[0068] When the above requirements cannot be met, grinding with a grinding wheel is used. The core plate is not allowed to be repaired by welding. Care should be taken during cutting to ensure the quality of the cut section.

[0069] The assembly of buckling restrained support members must be carried out in accordance with the process flow. The allowable deviation during welding connection assembly is:

[0070]

[0071] During the assembly process of the buckling restraint support components, the verticality and diagonal dimensions must be measured, and spot fixing must be performed using tools to control post-weld deformation.

[0072] Core plate cross-shaped fillet welding process: It is required to fix it with gas shielded spot welding first, and then weld it with submerged arc welding; when submerged arc welding, pay attention to ensuring the current, arc voltage (affecting the shape of the weld), welding speed, and penetration depth; to ensure that the core plate is straight and not twisted; the welding sequence is: diagonal welding to minimize the possibility of deformation caused by the welding process; pay attention to adding arc starter plates at the corners; butt welding is carried out according to the first-level weld standard, and the first-level weld must not have incomplete welding, root shrinkage, undercut, poor joints, surface bubbles, and slag inclusions. , cracks and arc scratches; arc-starting plates must be added to the chamfered joints of stiffening ribs and core materials before welding; when welding thick plates, pay attention to preheating first and control the interlayer temperature not lower than the preheating temperature and not more than 250°C; when welding double-sided grooves, pay attention to observing the bending phenomenon of the components caused by welding, and turn over on the reverse side and weld after carbon planing the root to control the deformation of the components; after the butt welding is completed, it must pass the ultrasonic flaw detection before entering the next process; otherwise, it should be reworked, and the number of reworks shall not exceed once, and the butt weld shall be 100% flaw detection.

[0073] Some deformed buckling restrained support members need to be leveled using a hydraulic leveling machine before subsequent processing.

[0074] The allowable deviation of the outer sleeve is shown in the following figure:

[0075]

[0076] During construction, the sequence is: confirmation before installation → measurement and cleaning of embedded parts → vertical and horizontal transportation of buckling restraint supports → confirmation of support model → confirmation of node plate size and support length size → unloading → groove preparation → preliminary lifting and positioning → fine-tuning and precise alignment → spot welding and fixing → inspection and confirmation → welding → ultrasonic testing → defect treatment → inspection → anti-corrosion and anti-rust treatment → protection.

[0077] The buckling restraint supports are connected by node plates, which are ordinary steel structures. They are processed and assembled in the steel structure factory together with the main steel structure and installed with the main beams and columns of the steel structure. After the floor deck is poured and the buckling restraint support components are temporarily fixed, the position of the node plate is corrected and finally welded and fixed.

[0078] The buckling restrained support needs to be lifted by unloading and vertical transportation. The buckling restrained support needs to be unloaded and lifted by a tower crane. The maximum deadweight of the buckling restrained support is less than one ton. The steel wire rope used for lifting in the embodiment of the present application is a 6×37 steel wire rope. The steel wire rope used for lifting in the embodiment of the present application is a 12.0mm steel wire rope (wire rope 6×37-12.0). The buckling restrained support is provided with a special lifting lug. When lifting, the shackle needs to be tightened above the lifting lug for lifting. There are two lifting lugs along the length direction of the buckling restrained support. The lifting lug is located on the side surface of the buckling restrained support facing vertically upward. The shackle specification should be a shackle with a rated load greater than or equal to 1.25 tons.

[0079] like Fig.12 As shown, when unloading, the buckling restraint support is transported to the construction site and then unloaded to the designated location using an on-site tower crane.

[0080] Vertical transportation: Vertical transportation for installation needs to be carried out by on-site tower crane. Buckling restrained supports are mainly arranged along the periphery of the structure, and the buckling restrained supports are lifted by tower cranes to the pre-installation position on the predetermined floor.

[0081] (5) Lifting lug verification

[0082] The ear plate dimensions are shown in the figure above. The ear plate material is Q355B, the plate thickness is 8mm, and the diameter of the lifting ear hole is 45mm.

[0083] The ear plate strength is the axial bearing capacity of a single ear: N = fA = 295 × (95-45) × 8 = 7.08t

[0084] Consider the magnification factor: hoisting factor 1.4, safety factor 2.0, final factor 1.4x2.0=2.8, take 3.0, that is, the axial bearing capacity of the ear plate after considering the magnification factor is 7.08 / 3=2.36t

[0085] The maximum weight of the hoisting component is less than or equal to 1t and is calculated as 1t. There are two hoisting points in total.

[0086] In the hoisting state, the weight of a single ear plate is 1 / 2sin60°=0.58t<2.36t, which meets the lifting requirements. The wire rope is first twisted into strands by several steel wires, and then twisted into a rope by several strands around the rope core. Its specifications are 6×19 and 6×37 (6 strands, each strand is twisted by 19 and 37 steel wires respectively). The former has thicker steel wires, is harder, and is not easy to bend, and is mostly used as a cable wind rope. The latter has thinner steel wires and is softer, and is mostly used as a lifting sling. Since the ear plate adopts full penetration welds, the weld strength can be ignored. The parameters of 6×37 wire rope are shown in the following table:

[0087]

[0088] The allowable tension of the wire rope should meet the following requirements:

[0089]

[0090] In the above formula, Sg is the allowable tension of the wire rope (N);

[0091] α is the conversion coefficient of breaking tension of wire rope (or force unevenness coefficient);

[0092] For wire rope 6×19, take 0.85; for 6×37, take 0.82; for 6×61, take 0.80;

[0093] R - the total breaking force of the wire rope, which is determined according to the table above;

[0094] K - Safety factor of wire rope, take the value from the following table:

[0095] Safety factor of wire rope K

[0096]

[0097] In the hoisting state, the weight of a single steel wire rope is 1 / 2sin60°=0.58t, which is 5.8kN. If a fiber core steel wire rope with a diameter of 18 and a pressure of 1770MPa is selected, then Sg=0.82×84.1÷7=9.85kN>5.8kN, which meets the hoisting requirements.

[0098] According to the maximum load of the wire rope crane of 0.58t, a D-type shackle with a lifting capacity of 5t and model T(8) is selected as the shackle for hoisting in this project. The shackle parameter table is as follows:

[0099]

[0100] In order to avoid waste of resources and affect the construction progress during construction, each process is required to be carried out in an orderly manner according to the rules. The specific steps for the installation of the buckling restrained support are as follows:

[0101] Place the installation axis on the embedded part according to the measurement results. Use a steel ruler to measure the length and use a spring tensioner when necessary.

[0102] Determine the size of the node plate and the length of the buckling restraint support, as shown in the figure. According to the support installation angle α and the length of the node plate and the inclined surface of the support template, the length of the stiffening rib plate, and the welding gap, determine the support lower connection node A. The same method is used to determine the support upper connection node B. Record and number the size of each node plate accordingly for installation. Because the connection size is small, the cutting size does not need to reserve welding shrinkage;

[0103] Reference Fig.13 The buckling restraint support and node plate are initially welded and fixed, and the geometric dimensions and axis positions of the components are inspected. After meeting the requirements, full penetration welding is carried out.

[0104] The node welding sequence is as follows Fig.14 As shown, ①② can be welded in the processing plant, and the on-site welding sequence is ③→④→⑤→⑥→⑦. The stiffening plate and node plate can be assembled after the welding of ③ weld is completed.

[0105] The welding quality inspection level is level 2, which requires beveling, butt welds and T-welds to be full penetration welds, and ultrasonic testing is required.

[0106] Welders participating in welding operations should perform welding operations within the validity period of their welder qualification certificates. Fig.15 It is strictly forbidden to work without a license. Open-air welding is strictly prohibited on rainy days. When the wind speed exceeds 2m / s, wind protection measures must be taken.

[0107] The surface is welded with special lifting lugs, see Fig.16 The lifting rope can be directly inserted for lifting. The lifting equipment is a hoist, and the side with the lifting lug faces upward. In the embodiment of the present application, the maximum weight of a single buckling restraint support is less than or equal to 1 ton.

[0108] Preparation of temporary lifting points. Steel plate lifting ears are set under the steel beams as temporary lifting points when installing the buckling restraint supports. The lifting points are set as steel plate lifting ears.

[0109] Find the correct hanging point;

[0110] The binding is reasonable. The sling or shackle is directly inserted into the lifting lug for lifting. If multiple supports are lifted at the same time, steel wires need to be passed through the lifting lugs for binding at the same time, and lifting with a single lifting lug is not allowed.

[0111] The support installation hoisting is done at unequal heights at both ends. First, pull the lower end of the support to the installation location, and then pull the upper end of the support into place.

[0112] Reference Fig.17After the support is in place, take measures to temporarily fix it (usually by welding steel sheets). After temporary fixation, correct the support position. Multiple steel sheets should be welded and fixed at the temporary fixation to prevent the support from twisting and deflecting.

[0113] After the correction is completed, the two ends of the support are butt-welded. In order to avoid the problems of poor quality of the on-site cutting and large engineering workload, the buckling restrained support has cuttings at both ends before leaving the factory (cutting is prohibited at both ends of the buckling restrained support); when welding, the lower end node of the support can be welded first, and after the lower end node is welded, the upper end node can be welded.

[0114] When welding the upper nodes of the buckling restraint support, a temporary operating frame is used as an operating platform. The operating frame is supported on the steel frame beam.

[0115] The buckling restrained brace is connected by butt welds. The on-site butt welds are level 2 welds and the remaining welds are level 3 welds.

[0116] In the embodiment of the present application, the buckling restraint support is a cross-shaped joint. Before welding, the welder should review the quality of the weldment joint and the treatment of the welding area. If it does not meet the requirements, it should be repaired and qualified before welding.

[0117] Multi-layer welding should be carried out continuously. Each layer of weld should be cleaned and inspected in time after welding, and defects should be removed before welding.

[0118] When cracks appear in the weld, the welder must not handle it without authorization. The cause should be found out and the repair process should be determined before handling it.

[0119] The number of times the same part of the weld is repaired should not exceed two times. If it exceeds two times, it should be repaired according to the repair process.

[0120] After welding, the welder should clean the slag on the weld surface and the spatter on both sides, and check the appearance quality of the weld. After passing the inspection, the welder's stamp should be stamped on the weld and position specified in the process.

[0121] Carbon structural steel should be inspected after the weld has cooled to ambient temperature, and low alloy structural steel should be inspected 24 hours after welding is completed.

[0122] The weld dimensions shall comply with the current national standard "Steel Structure Welding Code" (GB50661-2011). The weld excess height and weld staggered edges shall comply with the requirements of the figure below. The weld shall be complete, without leaking welds, with smooth transition at the joints, and the secondary weld bite shall not exceed 10% of the weld length. The weld shall be free of defects such as cracks, slag inclusions, weld bumps, and burn-through.

[0123]

[0124] The internal defect classification of welded joints shall comply with the provisions of the current national standard "Ultrasonic Testing Technology, Testing Levels and Assessment of Nondestructive Testing of Welds" (GB / T 11345-2013), and the weld quality grade and defect classification shall comply with the provisions of the national standard. When the weld quality grade is level 2, the assessment level of internal defect detection is level 3, the inspection level is level B, and the detection ratio is 20%.

[0125] The above are all preferred embodiments of the present application, and the protection scope of the present application is not limited thereto. Therefore, any equivalent changes made according to the structure, shape, and principle of the present application should be included in the protection scope of the present application.

Claims

1. A buckling restrained mounting structure, characterized in that: The construction site is divided into Building A1, Building A2, Building A3, Building A4, Building B2, Building B3, Building B4 and Building B5. The underground is a reinforced concrete frame structure with a raft foundation; the ground is a steel frame structure. Building A1 uses 32 buckling restrained braces, and the main models are JY-SD-5290 and JY-SD-2350; Building A2 uses 36 buckling restrained braces, and the main models are JY-SD-5290, JY-SD-2350, and JY-SD-3296; Building A3 uses 48 buckling restrained braces, and the main models are JY-SD-5290 and JY-SD-2350; Building A4 uses 40 buckling restrained braces, and the main models are JY-SD-5290 and JY-SD-2350. Restrained braces: The main models are JY-SD-5290 and JY-SD-2350; Building B2 uses 40 buckling restrained braces, and the main models are JY-SD-5290, JY-SD-2350 and JY-SD-3384; Building B3 uses 52 buckling restrained braces, and the main models are JY-SD-5290 and JY-SD-2350; Building B4 uses 40 buckling restrained braces, and the main models are JY-SD-5290 and JY-SD-2350; Building B5 uses 48 buckling restrained braces, and the main models are JY-SD-5290 and JY-SD-2350; At the same time, buckling braces are set locally. Starting from the first floor structure, buckling braces are set up to the top floor according to the principle of two braces per floor. The node plates, center ribs and side ribs connected to the columns are all made of Q355B.

2. A buckling restrained mounting structure according to claim 1, characterized in that: The buckling restraining support comprises a core material, an outer sleeve and a non-bonded material located inside the outer sleeve, and the outer sleeve restrains the buckling of the central core panel.

3. A buckling restrained mounting structure according to claim 2, characterized in that: The buckling restraint supports are interconnected through node plates. The node plates are ordinary steel structures and are installed along with the main beams and columns of the steel structure. After the floor decking is cast, the position of the node plates is corrected after the buckling restraint support members are temporarily fixed. After confirmation, the node plates are finally welded and fixed.

4. A buckling restrained mounting structure according to claim 3, characterized in that: The node plate determines the lower connection node A of the buckling restraint support and the upper connection node B of the buckling restraint support according to the buckling restraint support installation angle α and the inclined length of the node plate and the buckling restraint support template, the length of the stiffening rib plate, and the welding gap.

5. A buckling restrained mounting structure according to claim 4, characterized in that: A lifting lug is welded on the surface of the buckling restraining support. Two lifting lugs are arranged along the length direction of the buckling restraining support. The lifting lug is located on a side surface of the buckling restraining support facing vertically upward.

6. A buckling restrained mounting structure according to claim 5, characterized in that: The buckling restraint support is connected by butt welds, the on-site butt welds are second-level welds, and the remaining welds are third-level welds.

7. A buckling restrained mounting structure according to claim 1, characterized in that: The buckling restraint support needs to be unloaded and hoisted by a tower crane. The maximum deadweight of the buckling restraint support is less than 1 ton, and the wire rope is a 12.0 mm wire rope (wire rope 6×37-12.0); when hoisting, the shackle is tightened on the lifting lug for hoisting, and the shackle specification is a shackle with a rated load greater than or equal to 1.25 tons; the ear plate is made of Q355B, the plate thickness is 8 mm, and the diameter of the hoisting ear hole is 45 mm; The axial bearing capacity of a single lifting ear is: N = fA = 295 × (95-45) × 8 = 7.08t The lifting factor is 1.4, the safety factor is 2.0, and the final factor is 1.4x2.0=2.8, which is 3.

0. That is, the axial bearing capacity of the ear plate after considering the magnification factor is 7.08 / 3=2.36t; When the maximum weight of the hoisting component is less than 1 t, it is calculated as 1 t, with two lifting points. In the hoisting state, the weight of a single ear plate is 1 / 2sin60°=0.58t<2.36t, which meets the hoisting requirements; The allowable tension of the wire rope should meet the following requirements: ， In the formula, Sg is the allowable tension of the wire rope (N); is the conversion coefficient of breaking tension of wire rope (or coefficient of uneven force); For wire rope 6×19, take 0.85; for 6×37, take 0.82; for 6×61, take 0.80; R is the total breaking tension of the wire rope; K is the safety factor of the wire rope. In the hoisting state, the weight of a single wire rope is 1 / 2sin60°=0.58t, which is 5.8kN. If a fiber core wire rope with a diameter of 18 and a pressure of 1770MPa is selected, then Sg=0.82×84.1÷7=9.85kN>5.8kN, which meets the hoisting requirements. According to the maximum load of the wire rope crane of 0.58 t, a D-type shackle with a lifting capacity of 5 t and model T (8) was selected as the shackle for the hoisting of this project.

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