A method for reinforcing and constructing a column-through timber structure with a pin-type steel beam.

Abstract

A column-through wooden structure through-pin steel beam reinforcement conversion node and a construction method belong to the technical field of building construction. The column-through wooden structure through-pin steel beam reinforcement conversion node comprises a log roof frame, and a steel beam is coated on the bottom wooden beam; the conversion node between the bottom through-center column and the steel beam is fixed by a wood column hoop and a wood column through-pin; the steel hoop on both sides of the wood column is sleeved on the bottom through-center column, and the bottom of the hoop on both sides of the wood column is flush with the top elevation of the inner side welded steel plate; the invention solves the problem that there are many mortise and tenon nodes in the traditional wood structure construction technology, the mortise and tenon joints are disengaged and the node rigidity is insufficient after a long period of use, and the removal of the wood column may cause the wood roof frame to form a moving mechanism, affecting the structural safety.

Description

Technical Field

[0001] The invention belongs to the technical field of building construction, and in particular relates to a column-through-type wooden structure through-pin type steel beam reinforcement conversion node and a construction method. Background Art

[0002] As an ancient country with a traditional civilization, my country has a long history of using wood to build buildings. Wooden structures, including traditional Chinese wooden structures, are widely distributed in my country. Due to the long construction time, some buildings face the problem of not meeting the requirements of functional use and bearing capacity, and need to be renovated and reinforced. In order to meet the needs of larger indoor space, some traditional buildings need to remove the central columns of the indoor roof trusses during the renovation and reinforcement process. However, due to the large number of mortise and tenon joints in the traditional wooden structure construction techniques, there are problems of mortise and tenon disengagement and insufficient node stiffness after a long period of use. Removing wooden columns may cause the wooden roof trusses to form a moving mechanism, affecting the structural safety. There are currently few solutions proposed for this problem. Summary of the invention

[0003] The purpose of the present invention is to provide a column-through wooden structure through-pin steel beam reinforcement conversion node and construction method, so as to solve the problem that there are many mortise and tenon joints in traditional wooden structure construction technology, the mortise and tenon joints are disengaged and the node stiffness is insufficient after a long period of use, and the removal of wooden columns may cause the wooden truss to form a moving mechanism, affecting the structural safety.

[0004] To achieve the above object, the present invention adopts the following technical solution:

[0005] A column-through wooden structure through-pin steel beam reinforcement conversion node comprises a log roof frame (1), wherein the log roof frame (1) comprises a bottom-level wooden beam (11), a bottom-level through-center column (12), a side column (13), a bottom-beam upper column (14), an upper roof frame system (15) and a roof (16), wherein the bottom-level through-center column (12) is partially removed below the bottom-level wooden beam (11);

[0006] The bottom layer wood beam (11) is covered with a steel beam (2); the steel beam (2) comprises a double C-shaped steel beam (21), an inner side welded steel plate (22), a tensioning ear plate (23) and a tensioning fastener (24); the double C-shaped steel beam (21) covers the bottom layer wood beam (11), and is cut at the intersection with the bottom layer through-through middle column (12) and the bottom beam upper column (14), and the intersection is welded and connected by the inner side welded steel plate (22), and the bottom of the double C-shaped steel beam (21) and the bottom layer wood beam (11) are tightened by arranging a wooden pad (6);

[0007] The transition node between the bottom through-center column (12) and the steel beam (2) is fixed by a wooden column hoop (4) and a wooden column pin (5); the wooden column hoop (4) comprises steel hoop (41) on both sides of the wooden column, tension bolts (42) and hoop openings (43), and a gap of 20 mm is left between the steel hoop (41) on both sides; the wooden column pin (5) comprises a pin steel pipe (51) and blocking steel plates (52) on both sides; the wooden column hoop (4) has a hoop opening (43) at the bottom, the direction of the hoop opening (43) is perpendicular to the double C-shaped steel beam (21), and the width of the hoop opening (43) is between 1 / 3 and 1 / 4 of the diameter of the bottom through-center column (12);

[0008] The steel sleeves (41) on both sides of the wooden column are sleeved onto the bottom through-column (12), and the bottom of the sleeves (41) on both sides of the wooden column are flush with the top of the inner side welded steel plate (22);

[0009] The bottom layer penetrates the center column (12) and has a hole, the size of which is the same as the inner profile of the sleeve opening (43), the pin-piercing steel pipe (51) is plugged in the hole, the pin-piercing steel pipe (51) is closely fitted with the inner side welding steel plate (22), and the pin-piercing steel pipe (51) extends out of both sides of the inner side welding steel plate (22) by not less than 15 mm.

[0010] A further preferred technical solution is that the upper roof truss system (15) is composed of at least two layers of cross beams and short columns supported between two adjacent layers of cross beams.

[0011] A further preferred technical solution is that the size of the pin-penetrating steel pipe (51) is the same as the size of the hoop opening (43).

[0012] A further preferred technical solution is as follows: the inner diameter of the wooden column hoop (4) is the same as that of the bottom through-column (12), and the straight sections at both ends of the steel hoop (41) on both sides are used for passing the tension bolts (42).

[0013] The construction method of reinforcing the conversion node of the column-through wooden structure through-pin steel beam comprises the following steps:

[0014] Step 1: Calculate the internal force and deformation of the log truss (1), the log truss (1) includes the bottom timber beam (11), the bottom through middle column (12), the side column (13), the bottom beam upper column (14), the upper truss system (15) and the roof (16); establish a finite element model of the entire structure, calculate the internal force of the log truss (1); calculate the most unfavorable internal force S of the log truss (1) under the combination of dead load, live load, snow load, wind load and earthquake action under the ultimate limit state of bearing capacity according to the specification u0 And the internal force S of the normal serviceability limit state condition n0 Deformation under action f0;

[0015] Step 2: Determine the cross section of the steel beam (2); the steel beam (2) includes a double C-shaped steel beam (21), an inner side welded steel plate (22), a tension lug plate (23) and a tension fastener (24); the steel beam (21) covers the bottom layer of the wood beam (11), and is cut off when it intersects with the bottom through-hole center column (12), and is connected with the inner side welded steel plate (22). Considering the thickness of the steel plate of the steel beam (21) and the gap between the steel beam (21) and the bottom layer of the wood beam (11), the beam height H of the steel beam (21) is s The height of the lower wooden beam (11) is H w The height is about 50mm. The bottom of the steel beam (21) is tightened against the bottom wooden beam (11) by setting a wooden pad (6). The width of the steel beam (21) is W s Width W of lower timber beam (11) w Increase by about 40mm; build the steel beam (2) in the first step of the finite element model, the position is the same as the bottom wooden beam (11), the initial section thickness of the steel beam (21) is T b1 10mm inner side welded steel plate (22)T can be used b2 The initial section thickness can be selected as 20mm. According to the first step, the combination of dead load, live load, snow load, wind load and earthquake action is used to calculate the most unfavorable internal force S under the ultimate limit state of bearing capacity. u1 The calculated stress ratio of the steel beam γ1 is less than 0.85, so it is considered that the cross section of the steel beam (2) can meet the load-bearing requirements;

[0016] The third step is to construct a conversion node; the conversion node includes a wooden column hoop (4) and a wooden column pin (5); the wooden column hoop (4) includes steel hoop (41) on both sides of the wooden column, tension bolts (42) and a hoop opening (43); the wooden column pin (5) includes a pin steel pipe (51) and blocking steel plates (52) on both sides; at least 20 mm spacing should be left on both sides of the steel hoop (41) on both sides of the wooden column to ensure that the tension bolts (42) can apply sufficient pre-tightening force; the height H of the hoop opening (43) is h and width W h The size should be the same as the outer height H of the through-pin steel pipe (51). t and outer width W t Same; outer width W of the pin-through steel pipe (51) t It should be controlled between 1 / 3 and 1 / 4 of the diameter Dc of the bottom through-center column (12); a wooden column protection plate (3) is provided at the bottom, the wooden column protection plate (3) is composed of a protection steel plate (31) and mounting bolts (32), and is connected to the lower flange of the steel beam (21) through the mounting bolts (32);

[0017] Step 4: Design the dimensions of the steel pipe (51) for threading the pin; the initial width W of the steel pipe (51) for threading the pin t The bottom layer can be made of 1 / 3D of the diameter of the middle column (12). c , initial height H t100-150mm can be selected to extract the axial force N of the bottom through-column (12) after cutting in the second step. c , applied to the mid-span of the through-pin steel pipe (51), a simple support constraint is set at the corresponding inner side welding steel plate (22) position, and the stress ratio γ2 of the through-pin steel pipe (51) is controlled to be less than 0.5; the thickness of the blocking steel plates (52) on both sides is T bl 10mm is available;

[0018] The fifth step is to refine the finite element model calculation; establish a refined finite element model including double C-shaped steel beams (21), inner side welded steel plates (22), tension ear plates (23), tension fasteners (24), bottom-layer wood beams (11), bottom-layer through-columns (12), and wood pads (6), and apply the most unfavorable internal force S under the second step of the ultimate bearing capacity state. u1 , check the stress ratio of each component. If the stress ratio γ1 of each component of the steel beam (2) exceeds 0.85, it is necessary to increase the component thickness T b1 If the stress of the bottom through-column (12) exceeds the design strength or the stress ratio γ2 of the through-pin steel pipe exceeds 0.5, the cross-sectional size H of the through-pin steel pipe (51) needs to be adjusted. t and W t Until the requirements are met; in addition, the internal force under the second step of normal use limit state is extracted and applied to the refined finite element model to extract the maximum displacement f1 of the steel beam (2).

[0019] The sixth step is to process the steel beam in the factory; according to the steel beam size (21), the inner side welded steel plate (22), the steel beam support (24) and the pull ear plate (23) are assembled and welded; at the same time, the installation bolts (32) and the double C-shaped steel beam (21) are plug-welded at the position where the wooden column protection plate (3) is set at the bottom of the installation; the steel beam is pre-arched during processing; according to the maximum displacement f1 calculated in the fifth step, the arch value fa of the steel beam during processing is calculated, and the arch value fa is not less than 95% of the maximum displacement f1.

[0020] Step 7: installing the steel beams on site; inserting the assembled double C-shaped steel beams (21) into both sides of the bottom wooden beam (11) respectively, taking support measures on both sides of the double C-shaped steel beams (21), and then using fall chains to pre-press the double C-shaped steel beams (21) step by step. During the pre-pressing process, insert the wooden pads (6) to ensure that the double C-shaped steel beams (21) and the bottom wooden beams (11) are closely fitted. During the pre-pressing process, it is necessary to pay close attention to the vertical pre-pressing displacement, and the actual pre-pressing amount fd can be 1-2 mm larger than the arching value fa.

[0021] Step 8: Install the tension bolts; after preloading is completed, install the tension bolts (24) and tighten them.

[0022] The ninth step is to install the wooden column hoops; the steel hoops (41) on both sides of the wooden column are sleeved to the bottom through the middle column (12), and the bottom of the hoops (41) on both sides of the wooden column are flush with the top elevation of the inner side welded steel plate (22);

[0023] The tenth step is to drill holes in the wooden columns and install the through-pin steel pipe (51); support the upper roof truss system (15) at the bottom through-pin center column (12), drill holes in the bottom through-pin center column (12) according to the inner contour of the hoop opening (43), insert the through-pin steel pipe (51) into the hole after drilling, and ensure that the through-pin steel pipe (51) and the inner side welding steel plate (22) are tightly fitted, and the through-pin steel pipe (51) protrudes at least 15 mm on both sides of the inner side welding steel plate (22).

[0024] The eleventh step is to remove the bottom through-center column (12); after the through-pin steel pipe (51) is installed, a scaffold and a fall chain are used to support the bottom sides of the steel beam (2); and the bottom through-center column (12) is cut flush along the bottom of the steel beam (21).

[0025] The twelfth step is to install the wooden column protection steel plate; after removing the bottom through-center column (12), install the protection steel plate (31) and tighten the installation bolts (32).

[0026] Compared with the prior art, the present invention has the following characteristics and beneficial effects:

[0027] The present invention adopts a steel structure with higher strength and greater rigidity for wooden roof trusses with through wooden columns and small node rigidity, providing a new force transmission mechanism for the conversion of wooden roof trusses and beams, which can effectively improve the indoor use space requirements while ensuring structural safety.

[0028] Traditional wooden structure nodes are mostly mortise and tenon joints, and the mortise and tenon joints may become detached over time, resulting in reduced stiffness. When faced with the need to improve the use of indoor space through structural transformation, the original indoor center column needs to be removed. For column-through wooden truss nodes, after removing the wooden column, the force cannot be effectively transmitted, and a moving mechanism may be formed. Measures need to be taken to ensure structural safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] Figure 1 Design process for reinforcing conversion nodes of through-column timber structures with pin-through steel beams;

[0030] Figure 2 Schematic diagram of the cross section of a column-through wooden structure roof;

[0031] Figure 3 Elevation diagram of the column-through timber structure with pin-through steel beam reinforcement conversion node;

[0032] Figure 4 Schematic diagram of the protection plate for the wooden column in the conversion node of the through-column wooden structure with pin-through steel beam reinforcement;

[0033] Figure 5 Schematic diagram of the cross-section of the column-through timber structure reinforced with a pin-through steel beam;

[0034] Figure 6 Schematic diagram of the wooden column hoop elevation;

[0035] Figure 7 Schematic diagram of wooden column hoop plan view;

[0036] Figure 8 Schematic diagram of the finite element model of the column-through timber structure with steel beam reinforcement transfer node;

[0037] Reference numerals:

[0038] 1—log frame, 11—bottom floor beam, 12—bottom floor through-center column, 13—side column, 14—bottom beam upper column, 15—upper roof frame system, 16—roof,

[0039] 2—steel beam, 21—double C-shaped steel beam, 22—inner welded steel plate, 23—tension ear plate, 24—tension fastener,

[0040] 3—wooden column protection plate, 31—protective steel plate, 32—installation bolts,

[0041] 4—wooden column hoop, 41—steel hoop on both sides, 42—tension bolts, 43—hoop opening,

[0042] 5—wooden column pin, 51—pin-through steel pipe, 52—side blocking steel plates,

[0043] 6—Wooden pad. DETAILED DESCRIPTION

[0044] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0045] See also Figure 1-8 As shown, this embodiment selects actual projects, and the present invention provides a column-through-type wooden structure through-pin steel beam reinforcement conversion node and construction method.

[0046] See also Figure 2As shown, the log roof truss 1 includes a bottom wooden beam 11, a bottom through-center column 12, a side column 13, a bottom beam upper column 14, an upper roof truss system 15 and a roof 16; the log roof truss 1 has a span of 10.26m, the bottom wooden beam 11 has a size of 240x340mm, the bottom through-center column 12 has a diameter of 240mm, the side column 13 is a masonry brick column, the side column 13 has a size of 720mmx370mm, the bottom beam upper column 14 has a size of 240mmx240mm, the upper roof truss system 15 consists of two layers of beams and short columns supported between the two layers of beams, the roof 16 consists of a tile roof, a lookout board and a purlin, including but not limited to, a general wooden truss roof, the distance between adjacent log roof trusses 1 is 4.2m, and the components in the log roof truss 1 are connected by mortise and tenon joints; due to the demand for indoor use space, it is necessary to remove the part of the bottom through-center column 12 below the bottom wooden beam 11.

[0047] The bottom wooden beam 11 is covered with a steel beam 2; the steel beam 2 includes a double C-shaped steel beam 21, an inner side welded steel plate 22, a tension ear plate 23 and a tension fastener 24;

[0048] The double C-shaped steel beam 21 covers the bottom wooden beam 11, and is cut at the intersection with the bottom through-center column 12 and the bottom beam upper column 14, and is welded and connected at the intersection with the inner side welded steel plate 22, and the cross-sectional thickness of the inner side welded steel plate 22 is selected to be 20mm; the double C-shaped steel beam 21 is 50mm higher than the bottom wooden beam 11, the bottom wooden beam 11 has a size of 240mm×340mm, and the double C-shaped steel beam 21 is 390mm high; the flange width of the double C-shaped steel beam 21 is 100mm, and the plate thickness is 10mm; the bottom of the double C-shaped steel beam 21 is tightened with the bottom wooden beam 11 by setting a wooden pad 6, and the thickness of the wooden pad 6 is 30mm;

[0049] The conversion node includes a wooden column hoop 4 and a wooden column pin 5; the wooden column hoop 4 includes steel hoop 41 on both sides of the wooden column, tension bolts 42 and hoop openings 43, the wooden column pin 5 includes a pin steel pipe 51 and blocking steel plates 52 on both sides, the size of the pin steel pipe 51 is the same as the hoop opening 43, and the thickness of the blocking steel plates 52 on both sides is 10mm; the diameter of the wooden column hoop 4 is 250mm, the thickness is 5mm, and the inner diameter is the same as the bottom through-center column 12. The straight sections at both ends of the steel hoop 41 on both sides are 100mm long, and the straight sections are used for connecting the tension bolts 42; a gap of 20mm is left between the steel hoop 41 on both sides, the wooden column hoop 4 opens a hoop opening 43 at the bottom, the direction of the hoop opening 43 is perpendicular to the double C-shaped steel beam 21, the size of the hoop opening 43 is 80mm×150mm, and the width of the hoop opening 43 is between 1 / 3 and 1 / 4 of the diameter of the bottom through-center column 12.

[0050] The steel hoops 41 on both sides of the wooden column are sleeved onto the bottom through-column 12 , and the bottoms of the hoops 41 on both sides of the wooden column are flush with the top elevation of the inner side welded steel plate 22 .

[0051] A hole is opened on the bottom through-column 12, and the size of the hole is the same as the inner contour of the sleeve opening 43. The through-pin steel pipe 51 is plugged in the hole, and the through-pin steel pipe 51 fits tightly with the inner side welded steel plate 22. The through-pin steel pipe 51 extends out on both sides of the inner side welded steel plate 22 by no less than 15 mm.

[0052] The following will use this embodiment to illustrate a column-through-type wooden structure through-pin steel beam reinforcement conversion node and its design method implementation process.

[0053] Step 1: Calculate the internal force and deformation of the log truss (1), the log truss (1) includes the bottom timber beam (11), the bottom through middle column (12), the side column (13), the bottom beam upper column (14), the upper truss system (15) and the roof (16); establish a finite element model of the entire structure, calculate the internal force of the log truss (1); calculate the most unfavorable internal force S of the log truss (1) under the combination of dead load, live load, snow load, wind load and earthquake action under the ultimate limit state of bearing capacity according to the specification u0 And the internal force S of the normal serviceability limit state condition n0 Deformation under action f0;

[0054] Step 2: Determine the cross section of the steel beam (2); the steel beam (2) includes a double C-shaped steel beam (21), an inner side welded steel plate (22), a tension lug plate (23) and a tension fastener (24); the steel beam (21) covers the bottom layer of the wood beam (11), and is cut off when it intersects with the bottom through-hole center column (12), and is connected with the inner side welded steel plate (22). Considering the thickness of the steel plate of the steel beam (21) and the gap between the steel beam (21) and the bottom layer of the wood beam (11), the beam height H of the steel beam (21) is s The height of the lower wooden beam (11) is H w The height is about 50mm. The bottom of the steel beam (21) is tightened against the bottom wooden beam (11) by setting a wooden pad (6). The width of the steel beam (21) is W s Width W of lower timber beam (11) w Increase by about 40mm; build the steel beam (2) in the first step of the finite element model, the position is the same as the bottom wooden beam (11), the initial section thickness of the steel beam (21) is T b1 10mm inner side welded steel plate (22)T can be used b2 The initial section thickness can be selected as 20mm. According to the first step, the combination of dead load, live load, snow load, wind load and earthquake action is used to calculate the most unfavorable internal force S under the ultimate limit state of bearing capacity. u1 The calculated stress ratio of the steel beam γ1 is less than 0.85, so it is considered that the cross section of the steel beam (2) can meet the load-bearing requirements;

[0055] The third step is to construct a conversion node; the conversion node includes a wooden column hoop (4) and a wooden column pin (5); the wooden column hoop (4) includes steel hoop (41) on both sides of the wooden column, tension bolts (42) and a hoop opening (43); the wooden column pin (5) includes a pin steel pipe (51) and blocking steel plates (52) on both sides; at least 20 mm spacing should be left on both sides of the steel hoop (41) on both sides of the wooden column to ensure that the tension bolts (42) can apply sufficient pre-tightening force; the height H of the hoop opening (43) is h and width W h The size should be the same as the outer height H of the through-pin steel pipe (51). t and outer width W t Same; outer width W of the pin-through steel pipe (51) t It should be controlled between 1 / 3 and 1 / 4 of the diameter Dc of the bottom through-center column (12); a wooden column protection plate (3) is provided at the bottom, the wooden column protection plate (3) is composed of a protection steel plate (31) and mounting bolts (32), and is connected to the lower flange of the steel beam (21) through the mounting bolts (32);

[0056] Step 4: Design the dimensions of the steel pipe (51) for threading the pin; the initial width W of the steel pipe (51) for threading the pin t The bottom layer can be made of 1 / 3D of the diameter of the middle column (12). c , initial height H t 100-150mm can be selected to extract the axial force N of the bottom through-column (12) after cutting in the second step. c , applied to the mid-span of the through-pin steel pipe (51), a simple support constraint is set at the corresponding inner side welding steel plate (22) position, and the stress ratio γ2 of the through-pin steel pipe (51) is controlled to be less than 0.5; the thickness of the blocking steel plates (52) on both sides is T bl 10mm is available;

[0057] The fifth step is to refine the finite element model calculation; establish a refined finite element model including double C-shaped steel beams (21), inner side welded steel plates (22), tension ear plates (23), tension fasteners (24), bottom-layer wood beams (11), bottom-layer through-columns (12), and wood pads (6), and apply the most unfavorable internal force S under the second step of the ultimate bearing capacity state. u1 , check the stress ratio of each component. If the stress ratio γ1 of each component of the steel beam (2) exceeds 0.85, it is necessary to increase the component thickness T b1 If the stress of the bottom through-column (12) exceeds the design strength or the stress ratio γ2 of the through-pin steel pipe exceeds 0.5, the cross-sectional size H of the through-pin steel pipe (51) needs to be adjusted. t and W t Until the requirements are met; in addition, the internal force under the second step of normal use limit state is extracted and applied to the refined finite element model to extract the maximum displacement f1 of the steel beam (2).

[0058] The sixth step is to process the steel beam in the factory; according to the steel beam size (21), the inner side welded steel plate (22), the steel beam support (24) and the pull ear plate (23) are assembled and welded; at the same time, the installation bolts (32) and the double C-shaped steel beam (21) are plug-welded at the position where the wooden column protection plate (3) is set at the bottom of the installation; the steel beam is pre-arched during processing; according to the maximum displacement f1 calculated in the fifth step, the arch value fa of the steel beam during processing is calculated, and the arch value fa is not less than 95% of the maximum displacement f1.

[0059] Step 7: installing the steel beams on site; inserting the assembled double C-shaped steel beams (21) into both sides of the bottom wooden beam (11) respectively, taking support measures on both sides of the double C-shaped steel beams (21), and then using fall chains to pre-press the double C-shaped steel beams (21) step by step. During the pre-pressing process, insert the wooden pads (6) to ensure that the double C-shaped steel beams (21) and the bottom wooden beams (11) are closely fitted. During the pre-pressing process, it is necessary to pay close attention to the vertical pre-pressing displacement, and the actual pre-pressing amount fd can be 1-2 mm larger than the arching value fa.

[0060] Step 8: Install the tension bolts; after preloading is completed, install the tension bolts (24) and tighten them.

[0061] The ninth step is to install the wooden column hoops; the steel hoops (41) on both sides of the wooden column are sleeved to the bottom through the middle column (12), and the bottom of the hoops (41) on both sides of the wooden column are flush with the top elevation of the inner side welded steel plate (22);

[0062] The tenth step is to drill holes in the wooden columns and install the through-pin steel pipe (51); support the upper roof truss system (15) at the bottom through-pin center column (12), drill holes in the bottom through-pin center column (12) according to the inner contour of the hoop opening (43), insert the through-pin steel pipe (51) into the hole after drilling, and ensure that the through-pin steel pipe (51) and the inner side welding steel plate (22) are tightly fitted, and the through-pin steel pipe (51) protrudes at least 15 mm on both sides of the inner side welding steel plate (22).

[0063] The eleventh step is to remove the bottom through-center column (12); after the through-pin steel pipe (51) is installed, a scaffold and a fall chain are used to support the bottom sides of the steel beam (2); and the bottom through-center column (12) is cut flush along the bottom of the steel beam (21).

[0064] The twelfth step is to install the wooden column protection steel plate; after removing the bottom through-center column (12), install the protection steel plate (31) and tighten the installation bolts (32).

[0065] The detailed construction process is as follows:

[0066] Step 1: Calculate the internal force and deformation of log truss 1; establish Figure 8The overall finite element model of the log roof truss 1 is shown; the log roof truss 1 includes a bottom layer of wooden beams 11, a bottom layer of through-center columns 12, side columns 13, bottom beam upper columns 14, an upper roof truss system 15 and a roof 16.

[0067] The wood is TC13A, and the constant load is 3.0KN / m 2 , the roof is in accordance with the "Code for Loads on Building Structures" GB 50009-2012. The non-walkable roof is 0.3kN / m 2 ; The multiple earthquake conditions are based on a seismic fortification intensity of 8 degrees, a design basic earthquake acceleration value of 0.2g, a design earthquake grouping of the second group, a building site category of Class II, and a response spectrum calculation.

[0068] According to the General Code for Engineering Structures, load combinations are carried out to obtain the most unfavorable internal forces of the log roof truss 1 under the combination of constant load, live load and earthquake action, where the main components are subjected to the following forces: the maximum bending moment of the bottom timber beam 11 is 23.2 kNm, the maximum axial pressure of the side column 13 is 106.0 kN, the maximum axial force of the upper column 14 of the bottom beam is 43.7 kN, and the maximum axial pressure of the bottom through-center column 12 is 187.3 kN. According to the Timber Structure Design Standard, the bending, compression and local compression of the timber beams can meet the requirements. According to the Masonry Structure Design Code, the side column 13 can meet the axial compression requirements. The internal forces of the remaining members will not be repeated.

[0069] Step 2: Determine the cross section of the steel beam 2; the steel beam 2 includes a double C-shaped steel beam 21, an inner welded steel plate 22, a tension ear plate 23 and a tension fastener 24.

[0070] The double C-shaped steel beam 21 covers the bottom wood beam 11 and is cut off when intersecting the bottom through-center column 12. It is connected by an inner side welded steel plate 22. Considering the thickness of the double C-shaped steel beam 21 and the gap between the double C-shaped steel beam 21 and the bottom wood beam 11, the double C-shaped steel beam 21 is about 50mm higher than the bottom wood beam 11. The size of the bottom wood beam 11 is 240mm×340mm. The height of the double C-shaped steel beam 21 is tentatively set to 390mm. The flange width of the double C-shaped steel beam 21 is 100mm and the plate thickness is 10mm. Cut off the gap between the double C-shaped steel beam 21 and the bottom wood beam 11. The flange of the steel beam at the intersection of the upper column 14 of the log roof bottom beam and the bottom through-center column 12 is connected by an inner welded steel plate 22. The cross-sectional thickness of the inner welded steel plate is 20 mm. A wooden pad 6 is set between the bottom of the double C-shaped steel beam 21 and the bottom wooden beam 11 to tighten. The thickness of the wooden pad 6 is 30 mm. The steel beam 2 is built in the finite element model shown in the first step, at the same position as the bottom wooden beam 11. The bottom through-center column 12 is removed. The stress ratio of the steel beam is calculated according to the first step. The ultimate bearing capacity state is 0.5. It is considered that the cross-section of the steel beam 2 can meet the force requirements.

[0071] in

[0072]

[0073] S——Design value of combined seismic internal force in the structure, including the combined bending moment, axial force and shear force design values;

[0074] R——Design value of bearing capacity of structural members, determined according to the design value of strength of structural materials.

[0075] The third step is to construct a conversion node; the conversion node includes a wooden column hoop 4 and a wooden column pin 5; the wooden column hoop 4 includes steel hoop 41 on both sides of the wooden column, tension bolts 42 and hoop openings 43, and the wooden column pin 5 includes a pin steel pipe 51 and blocking steel plates 52 on both sides; the diameter of the wooden column hoop 4 is 250mm, the thickness is 5mm, and the inner diameter is the same as the bottom through-center column 12. The straight sections of the two ends of the steel hoop 41 on both sides are 100mm long for setting the tension bolts 42; a gap of 20mm is left between the steel hoop 41 on both sides to provide space for the pre-tightening force of the tension bolt 42. The wooden column hoop 4 has a hole at the bottom, namely the hoop opening 43, and the direction of the hoop opening 43 is perpendicular to the double C-shaped steel beam 21. The size of the hoop opening 43 is 80mm×150mm, and the opening width is 1 / 3 of the diameter of the bottom through-center column 12.

[0076] Step 4: Design the dimensions of the through-pin steel pipe 51; the dimensions of the through-pin steel pipe 51 are the same as the sleeve opening 43. The axial force of 187.3 kN of the bottom through-column 12 after cutting in the second step is extracted and applied to the mid-span of the through-pin steel pipe 51. A simple support constraint is set at the corresponding position of the inner side welded steel plate 22. According to the "Steel Structure Design Standard", the stress ratio of the through-pin steel pipe 51 is calculated to be 0.27. The thickness of the blocking steel plates 52 on both sides is 10 mm to reduce the local stress when the through-pin steel pipe 51 contacts the inner side welded steel plate 22.

[0077] The fifth step is to calculate the refined finite element model. A refined finite element model including double C-shaped steel beams 21, inner welded steel plates 22, tension ear plates 23, tension fasteners 24, bottom-layer wooden beams 11, bottom-layer through-columns 12, and wooden pads 6 is established. The internal forces in the second step of the ultimate bearing capacity state are applied to verify whether the stress ratio of each component meets the limit requirements. If the maximum stress ratio of steel beam 2 is 0.74, it meets the design requirement of not more than 0.85, the stress of the bottom-layer through-column 12 meets the design strength and the stress ratio of the through-pin steel pipe is 0.32, which meets the design requirements. In addition, the internal forces in the second step of the normal use limit state are extracted and applied to the refined finite element model, and the maximum displacement f1 of steel beam 2 is extracted as 17 mm.

[0078] Step 6: Processing of steel beams in the factory. According to the size of the steel beam 21, the inner welded steel plate 22, the steel beam support 24 and the assembly and welding of the pull ear plate 23. At the same time, a wooden column protection plate 3 is set at the bottom of the installation, and the mounting bolts 32 are plug-welded to the double C-shaped steel beam 21. The steel beam is pre-arched during processing. According to the maximum displacement f1 calculated in the fifth step, the arch value fa of the steel beam during processing is calculated. The arch value is not less than 95% of the vertical deformation. The arch value fa in this embodiment is 18mm.

[0079] Step 7: On-site installation of steel beams. Insert the assembled double C-shaped steel beams 21 into both sides of the bottom wooden beams 11 respectively. After taking support measures on both sides of the double C-shaped steel beams 21, use the fall chain to pre-press the double C-shaped steel beams 21 step by step. During the pre-pressing process, insert the wooden pads 6 to ensure that the double C-shaped steel beams 21 fit tightly with the bottom wooden beams 11. During the pre-pressing process, it is necessary to pay close attention to the vertical pre-pressing displacement, and the actual pre-pressing amount fd is 20mm.

[0080] Step 8: Install the tension bolts. After preloading is completed, install the tension bolts 24 and tighten them.

[0081] The ninth step is to install the wooden column hoops. The steel hoops 41 on both sides of the wooden column are installed to the bottom through the middle column 12, and the bottom of the hoops 41 on both sides of the wooden column is flush with the top elevation of the inner side welding steel plate 22.

[0082] Step 10: Drill holes in the wooden columns and install the through-pin steel pipe 51. The upper roof truss system 15 is supported on the bottom through-pin column 12. A hole is drilled in the bottom through-pin column 12 according to the inner contour of the hoop opening 43. After drilling, the through-pin steel pipe 51 is inserted into the hole, and the through-pin steel pipe 51 is ensured to fit tightly with the inner side welded steel plate 22. The through-pin steel pipe 51 extends 15 mm on both sides of the inner side welded steel plate 22.

[0083] Step 11: Remove the bottom through-center column 12. After the pin-through steel pipe 51 is installed, the scaffolding and the fall chain are used to support the bottom sides of the steel beam 2. Cut the bottom through-center column 12 flush along the bottom of the steel beam 21.

[0084] Step 12: Install the wooden column protection steel plate. After removing the bottom through-center column 12, install the protection steel plate 31 and tighten the mounting bolts 32.

[0085] It will be apparent to those skilled in the art that the invention is not limited to the details of the exemplary embodiments described above and that the invention can be implemented in other specific forms without departing from the spirit or essential features of the invention. Therefore, the embodiments should be considered exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description, and it is intended that all variations falling within the meaning and scope of the equivalent elements of the claims be included in the invention. Any reference numeral in a claim should not be considered as limiting the claim to which it relates.

[0086] In addition, it should be understood that although the present specification is described according to implementation modes, not every implementation mode contains only one independent technical solution. This description of the specification is only for the sake of clarity. Those skilled in the art should regard the specification as a whole. The technical solutions in each embodiment may also be appropriately combined to form other implementation modes that can be understood by those skilled in the art.

Claims

1. A column-through wooden structure through-pin steel beam reinforcement conversion node, comprising a log truss (1), the log truss (1) comprising a bottom wooden beam (11), a bottom through middle column (12), a side column (13), a bottom beam upper column (14), an upper truss system (15) and a roof (16), characterized in that: The portion of the bottom through-center column (12) below the bottom wooden beam (11) is removed; The bottom layer wood beam (11) is covered with a steel beam (2); the steel beam (2) comprises a double C-shaped steel beam (21), an inner side welded steel plate (22), a tensioning ear plate (23) and a tensioning fastener (24); the double C-shaped steel beam (21) covers the bottom layer wood beam (11), and is cut at the intersection with the bottom layer through-through middle column (12) and the bottom beam upper column (14), and the intersection is welded and connected by the inner side welded steel plate (22), and the bottom of the double C-shaped steel beam (21) and the bottom layer wood beam (11) are tightened by arranging a wooden pad (6); The transition node between the bottom through-center column (12) and the steel beam (2) is fixed by a wooden column hoop (4) and a wooden column pin (5); the wooden column hoop (4) comprises steel hoop (41) on both sides of the wooden column, tension bolts (42) and hoop openings (43), and a gap of 20 mm is left between the steel hoop (41) on both sides; the wooden column pin (5) comprises a pin steel pipe (51) and blocking steel plates (52) on both sides; the wooden column hoop (4) has a hoop opening (43) at the bottom, the direction of the hoop opening (43) is perpendicular to the double C-shaped steel beam (21), and the width of the hoop opening (43) is between 1 / 3 and 1 / 4 of the diameter of the bottom through-center column (12); The steel sleeves (41) on both sides of the wooden column are sleeved onto the bottom through-column (12), and the bottom of the sleeves (41) on both sides of the wooden column are flush with the top of the inner side welded steel plate (22); The bottom layer penetrates the center column (12) and has a hole, the size of which is the same as the inner profile of the sleeve opening (43), the pin-piercing steel pipe (51) is plugged in the hole, the pin-piercing steel pipe (51) is closely fitted with the inner side welding steel plate (22), and the pin-piercing steel pipe (51) extends out of both sides of the inner side welding steel plate (22) by not less than 15 mm.

2. The column-through wood structure through-pin steel beam reinforcement conversion node according to claim 1 is characterized in that: The upper roof truss system (15) is composed of at least two layers of cross beams and short columns supported between two adjacent layers of cross beams.

3. The column-through wood structure through-pin steel beam reinforcement conversion node according to claim 1 is characterized in that: The size of the pin-piercing steel pipe (51) is the same as the hoop opening (43).

4. The column-through wood structure through-pin steel beam reinforcement conversion node according to claim 1 is characterized in that: The inner diameter of the wooden column hoop (4) is the same as that of the bottom through-column (12), and the straight sections at both ends of the steel hoop (41) on both sides are used for connecting the tension bolts (42).

5. The construction method for reinforcing the conversion node of the column-through wooden structure with a pin-through steel beam according to claim 1 is characterized in that: The steps are: Step 1: Calculate the internal force and deformation of the log truss (1), the log truss (1) includes the bottom timber beam (11), the bottom through middle column (12), the side column (13), the bottom beam upper column (14), the upper truss system (15) and the roof (16); establish a finite element model of the entire structure, calculate the internal force of the log truss (1); calculate the most unfavorable internal force S of the log truss (1) under the combination of dead load, live load, snow load, wind load and earthquake action under the ultimate limit state of bearing capacity according to the specification u0 And the internal force S of the normal serviceability limit state condition n0 Deformation under action f0; Step 2: Determine the cross section of the steel beam (2); the steel beam (2) includes a double C-shaped steel beam (21), an inner side welded steel plate (22), a tension lug plate (23) and a tension fastener (24); the steel beam (21) covers the bottom layer of the wood beam (11), and is cut off when it intersects with the bottom through-hole center column (12), and is connected with the inner side welded steel plate (22). Considering the thickness of the steel plate of the steel beam (21) and the gap between the steel beam (21) and the bottom layer of the wood beam (11), the beam height H of the steel beam (21) is s The height of the lower wooden beam (11) is H w The height is about 50mm. The bottom of the steel beam (21) is tightened against the bottom wooden beam (11) by setting a wooden pad (6). The width of the steel beam (21) is W s Width W of lower timber beam (11) w Increase by about 40mm; build the steel beam (2) in the first step of the finite element model, the position is the same as the bottom wooden beam (11), the initial section thickness of the steel beam (21) is T b1 10mm inner side welded steel plate (22)T can be used b2 The initial section thickness can be selected as 20mm. According to the first step, the combination of dead load, live load, snow load, wind load and earthquake action is used to calculate the most unfavorable internal force S under the ultimate limit state of bearing capacity. u1 The calculated stress ratio of the steel beam γ1 is less than 0.85, so it is considered that the cross section of the steel beam (2) can meet the load-bearing requirements; The third step is to construct a conversion node; the conversion node includes a wooden column hoop (4) and a wooden column pin (5); the wooden column hoop (4) includes steel hoop (41) on both sides of the wooden column, tension bolts (42) and a hoop opening (43); the wooden column pin (5) includes a pin steel pipe (51) and blocking steel plates (52) on both sides; at least 20 mm spacing should be left on both sides of the steel hoop (41) on both sides of the wooden column to ensure that the tension bolts (42) can apply sufficient pre-tightening force; the height H of the hoop opening (43) is h and width W h The size should be the same as the outer height H of the through-pin steel pipe (51). t and outer width W t Same; outer width W of the pin-through steel pipe (51) t It should be controlled between 1 / 3 and 1 / 4 of the diameter Dc of the bottom through-center column (12); a wooden column protection plate (3) is provided at the bottom, the wooden column protection plate (3) is composed of a protection steel plate (31) and mounting bolts (32), and is connected to the lower flange of the steel beam (21) through the mounting bolts (32); Step 4: Design the dimensions of the steel pipe (51) for threading the pin; the initial width W of the steel pipe (51) for threading the pin t The bottom layer can be made of 1 / 3D of the diameter of the middle column (12). c , initial height H t 100-150mm can be selected to extract the axial force N of the bottom through-column (12) after cutting in the second step. c , applied to the mid-span of the through-pin steel pipe (51), a simple support constraint is set at the corresponding inner side welding steel plate (22) position, and the stress ratio γ2 of the through-pin steel pipe (51) is controlled to be less than 0.5; the thickness of the blocking steel plates (52) on both sides is T bl 10mm is available; The fifth step is to refine the finite element model calculation; establish a refined finite element model including double C-shaped steel beams (21), inner side welded steel plates (22), tension ear plates (23), tension fasteners (24), bottom-layer wood beams (11), bottom-layer through-columns (12), and wood pads (6), and apply the most unfavorable internal force S under the second step of the ultimate bearing capacity state. u1 , check the stress ratio of each component. If the stress ratio γ1 of each component of the steel beam (2) exceeds 0.85, it is necessary to increase the component thickness T b1 If the stress of the bottom through-column (12) exceeds the design strength or the stress ratio γ2 of the through-pin steel pipe exceeds 0.5, the cross-sectional size H of the through-pin steel pipe (51) needs to be adjusted. t and W t Until the requirements are met; in addition, the internal force under the normal use limit state in the second step is extracted and applied to the refined finite element model to extract the maximum displacement f1 of the steel beam (2). The sixth step is to process the steel beam in the factory; according to the steel beam size (21), the inner side welded steel plate (22), the steel beam support (24) and the pull ear plate (23) are assembled and welded; at the same time, the installation bolts (32) and the double C-shaped steel beam (21) are plug-welded at the position where the wooden column protection plate (3) is set at the bottom of the installation; the steel beam is pre-arched during processing; according to the maximum displacement f1 calculated in the fifth step, the arch value fa of the steel beam during processing is calculated, and the arch value fa is not less than 95% of the maximum displacement f1. Step 7: installing the steel beams on site; inserting the assembled double C-shaped steel beams (21) into both sides of the bottom wooden beam (11) respectively, taking support measures on both sides of the double C-shaped steel beams (21), and then using fall chains to pre-press the double C-shaped steel beams (21) step by step. During the pre-pressing process, insert the wooden pads (6) to ensure that the double C-shaped steel beams (21) and the bottom wooden beams (11) are closely fitted. During the pre-pressing process, it is necessary to pay close attention to the vertical pre-pressing displacement, and the actual pre-pressing amount fd can be 1-2 mm larger than the arching value fa. Step 8: Install the tension bolts; after preloading is completed, install the tension bolts (24) and tighten them. The ninth step is to install the wooden column hoops; the steel hoops (41) on both sides of the wooden column are sleeved to the bottom through the middle column (12), and the bottom of the hoops (41) on both sides of the wooden column are flush with the top elevation of the inner side welded steel plate (22); The tenth step is to drill holes in the wooden columns and install the through-pin steel pipe (51); support the upper roof truss system (15) at the bottom through-pin center column (12), drill holes in the bottom through-pin center column (12) according to the inner contour of the hoop opening (43), insert the through-pin steel pipe (51) into the hole after drilling, and ensure that the through-pin steel pipe (51) and the inner side welding steel plate (22) are tightly fitted, and the through-pin steel pipe (51) protrudes at least 15 mm on both sides of the inner side welding steel plate (22). The eleventh step is to remove the bottom through-center column (12); after the through-pin steel pipe (51) is installed, a scaffold and a fall chain are used to support the bottom sides of the steel beam (2); and the bottom through-center column (12) is cut flush along the bottom of the steel beam (21). The twelfth step is to install the wooden column protection steel plate; after removing the bottom through-center column (12), install the protection steel plate (31) and tighten the installation bolts (32).

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