CN113718958B - Steel-wood combined truss structure and construction method thereof - Google Patents
Steel-wood combined truss structure and construction method thereof Download PDFInfo
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- CN113718958B CN113718958B CN202111191734.9A CN202111191734A CN113718958B CN 113718958 B CN113718958 B CN 113718958B CN 202111191734 A CN202111191734 A CN 202111191734A CN 113718958 B CN113718958 B CN 113718958B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional framework structures
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
Abstract
The invention relates to a steel-wood composite truss structure, which comprises: the truss arch unit is supported and connected by a plurality of arc chords through steel rods, and two ends of the truss arch unit are fixed on the bottom surface; the plurality of truss arch units are arranged in parallel and are connected with each other through crossing purlins to form a shed frame structure; the truss arch unit is formed by building and splicing a plurality of truss arch sections. Also discloses a construction method of the steel-wood composite truss structure. The invention achieves the following beneficial effects: the device can adapt to deformation, avoid wood structure damage, has small deformation during unloading, avoids the condition of collapse, has high stability and reliability, and avoids error accumulation.
Description
The invention relates to the technical field of buildings, in particular to a steel-wood combined truss structure and a construction method thereof.
Background
When an architect designs a structure, the architect analyzes the stress of the building structure according to the load bearing condition, such as a concrete structure, a masonry structure, a steel structure, a light steel structure, a wood structure, a combined structure and the like.
For the steel-wood composite structure, although architects perform structural calculations, the strength situation is met; however, in the actual process of building, due to the fact that the wood structure is easy to deform, errors are easy to occur during installation, and good assembly cannot be achieved. While the materials adopted in the general wood structure are mostly glued wood (easy to process and low in cost), but compared with the wood with inferior strength, the wood structure is easy to damage when an error force assembly type occurs.
Therefore, the company adopts a new steel-wood structure and a construction method aiming at a farming garden venue.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a steel-wood combined truss structure which can adapt to deformation, avoid damage of a wood structure, has small deformation amount during unloading, avoids collapse, has high stability and reliability, avoids error accumulation and is convenient to install and a building method thereof.
The purpose of the invention is realized by the following technical scheme: steel-wood composite truss structure, including:
the truss arch unit is supported and connected by a plurality of arc chords through steel rods, and two ends of the truss arch unit are fixed on the bottom surface;
the plurality of truss arch units are arranged in parallel and are connected with each other through crossing purlins to form a shed frame structure;
the truss arch unit is formed by building and splicing a plurality of truss arch sections.
Preferably, the arc-shaped chord member comprises an upper chord member and two lower chord members, and a structure with a triangular section is formed between the upper chord member and the lower chord members; the upper chord and the lower chord are connected through a quadrangular pyramid structure formed by steel rods.
The construction method of the steel-wood composite truss structure comprises the following steps:
s1, preparing, namely weighing the truss arch section and matching with a corresponding load block; a coordinate position sensor is arranged on each truss arch section;
s2, constructing truss arch units, wherein each truss arch unit is constructed from two ends to the middle and from low to high, and the two ends are constructed simultaneously;
s21, hoisting the first truss arch section by a tower crane, fixing the lowest end of the first truss arch section with a foundation through a steel joint, supporting the high end of the first truss arch section by a tower, and tensioning the high end of the first truss arch section with the ground through pull ropes in different directions;
s22, hanging a first load block at the high end of the first truss arch section through a hanging rope, wherein the weight of the first load block is equivalent to that of the second truss arch section, namely simulating the gravity of the second truss arch section through the first load block;
after the first truss arch section is deformed, tensioning the pull rope;
s23, removing the hoisting of the first truss arch section, and hoisting the second truss arch section;
supporting the high end of the second truss arch section by another tower frame, tensioning the high end with the ground by pull ropes in different directions, and butting the low end of the second truss arch section with the high end of the first truss arch section;
gradually withdrawing the first load block on the first truss arch section, and gradually loosening the hoisting of the second truss arch section, so that the second truss arch section gradually replaces the first load block to apply force to the first truss arch section;
s24, hanging a second load block at the high end of the second truss arch section through a hanging rope, wherein the weight of the second load block is equivalent to that of the third truss arch section;
after the second truss arch section deforms, tensioning the corresponding pull rope;
s25, repeating the step S23 and the step S24 until the uppermost and the middlemost truss arch segment;
two ends of the truss arch section at the middle are directly hoisted and then connected with the adjacent truss arch sections; removing the load blocks on adjacent truss arch sections;
and S3, connecting the parallel truss arch units through purlines to form a shed frame structure.
Furthermore, a jack is arranged at the top of the tower frame through an adjustable support, and the jack supports the truss arch section;
after the corresponding load block is hung, the jack descends and unloads step by step according to the scale on the jack, descends by about 3mm each time, continues to unload the next stage after the truss arch section is not deformed at an interval of 2h until all the unloads are finished;
when the load block is gradually withdrawn and the hoisting of the corresponding truss arch section is gradually loosened, the excessive position change at the connection position of the truss arch sections is avoided through the tower frame, the jack and the pull rope; in the unloading process of the jack, each stage of unloading needs to be monitored, and monitoring data is checked;
and after the jack is unloaded, observing all monitoring points once within 6h, observing for the second time within 12h, and observing for the third time within 24 h.
Preferably, the high end of the truss arch section is provided with a roller, and the lifting rope is pulled by the roller to form a load block. The load blocks are convenient to be loaded and placed gradually.
Further, the steel-wood structure of the canopy frame-shaped agricultural-slope building is sequentially divided into a G1 span, a G2 span, a G3 span, a G4 span, a G5 span, a G6 span, a G7 span, a G8 span, a G9 span, a G10 span, a G11 span, a G12 span, a G13 span and a G14 span from right to left, wherein each span represents a truss arch unit;
the construction sequence of the truss arch unit is as follows: the first G1 spans-G3 spans, the second G2 spans-G5 spans, the third G4 spans-G7 spans, the fourth G6 spans-G9 spans, the fifth G8 spans-G11 spans, the sixth G10 spans-G13 spans, and the seventh G12 spans-G14 spans.
Preferably, after the steel-wood composite truss structure is built, the tower is gradually dismantled from the middle to two sides by each truss arch unit; a pressure sensor is arranged on the jack; when the tower is dismantled, monitoring the pressure change on the jacks on other towers of the same truss arch unit, and stopping subsequent dismantling and inspecting when the pressure change exceeds a preset value;
when the tower is dismantled, the tower is dismantled from the middle to the left and right ends when viewed from the left and right directions of the shed frame.
Furthermore, the lower end of the first truss arch section is connected with the foundation through a steel section; the steel section is in a rectangular column shape, one end of the steel section wraps the lower end of the first truss arch section, and the other end of the steel section is provided with a vertical column; a steel frame pier with a socket is arranged on the foundation, and a vertical column of the rigid joint is inserted into the steel frame pier, locked by a bolt and welded; the whole steel frame column is surrounded by steel plates, the steel plates are welded, and then non-shrinkage concrete grouting is performed to form a column pier. And the first truss arch section is ensured to be well installed with the foundation.
Preferably, the stressed position of the truss arch section hoisted by the tower crane is positioned on the steel rod, and the point of application of the load block to the truss arch section is also positioned on the steel rod.
Preferably, after the truss arch section is hoisted in place by the tower crane, the spatial coordinates of corresponding points are measured by a position coordinate sensor, an adjustable support for supporting the top of the tower is adjusted as required, and the position error is ensured to be within the range of 10 mm;
and position sensors are arranged at positions of the truss arch section 200mm away from the two ends of the truss arch section, and the force application point of the load block to the truss arch section is also located at a position of 200mm away from the high end.
The invention has the following advantages:
the upper chord member and the lower chord member are hinged and connected through a quadrangular pyramid structure formed by steel rods to form a structure with a triangular section; in the building process, the steel rods are used for hoisting and applying force, so that the wooden arc chord members are prevented from being damaged; the hinged structure enables slight displacement deformation to occur when truss arch sections are connected, and enables purlins to deform to a certain extent when installed, so that damage to the arc chord members during building is avoided;
in the traditional mode that the whole building is built and then unloaded together, for a steel-wood structure, because the deformation of the wooden arc chord members is large, the situation of collapse is very likely to occur during unloading together, so that the stability of the building is poor; in the scheme, the load block simulates the mode of applying force to the truss arch sections, each truss arch section receives force in advance, and the constructed truss arch sections are deformed in the subsequent construction process, but the deformation is small, and the deformation of the whole building during unloading is smaller than the traditional deformation, so that the collapse condition is not easy to occur, the stability and the reliability are higher, and the safety is higher;
the G1-G12 spans are not sequentially built according to the sequence, and the building mode of the scheme can fix two spans in the direction of the shed frame from right to left in each building; compared with the traditional construction according to the sequence, the method can avoid the accumulation of errors, disperse the errors into all spans and avoid the condition that the whole body cannot be formed finally;
the pier structure enables the truss arch unit to be firmly fixed and enables the first truss arch section to be conveniently installed; and the rigid joints are arranged so that the ends of the truss arch units cannot be affected with damp and rot.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a schematic structural view of the arrangement between the arc chord member and the steel rod;
FIG. 3 is a schematic view of the pier structure;
FIG. 4 is a schematic structural view of the first truss arch section being hoisted;
FIG. 5 is a schematic view of a single truss arch unit being hoisted from both ends to the middle;
FIG. 6 is a schematic structural diagram of each bay of the present invention;
in the figure: 1-truss arch unit, 2-arc chord, 201-upper chord, 202-lower chord, 3-steel rod, 4-purlin, 5-truss arch section, 501-first truss arch section, 6-tower and 7-pull rope.
Detailed Description
The invention will be further described with reference to the accompanying drawings, but the scope of the invention is not limited to the following.
As shown in fig. 1 to 6, the steel-wood composite truss structure includes a truss arch unit 1 formed by splicing a plurality of truss arch sections 5; the truss arch unit 1 is in an arch shape, and two ends of the truss arch unit are arranged on a foundation on the ground; a plurality of truss arch units 1 are arranged in rows and connected with each other through purlins 4 to form a shed frame structure; and covering the ETFE film outside the shed frame structure to form the building.
For the truss arch section 5, a plurality of arc-shaped chords 2 are supported and connected through steel rods 3 to form the truss arch section, and the arc-shaped chords 2 are made of laminated wood. Specifically, the arc chord 2 comprises 2 upper chords 201 and two lower chords 202, a structure with a triangular cross section is formed between the upper chords 201 and the lower chords 202 and fixedly connected through a steel rod 3 in a quadrangular pyramid frame structure, and the quadrangular pyramid frame structure formed by the steel rods 3 is hinged with the arc chord 2. From the perspective of the whole steel-wood composite truss structure, the upper chord 201 is located at the outer side, and the lower chord 202 is located at the inner side.
In this embodiment, the purlins 4 are disposed between the lower chords of two adjacent truss arch units 1.
The construction method of the steel-wood composite truss structure comprises the following steps:
s1, preparing, namely weighing a truss arch section 5 and matching with a corresponding load block; a coordinate position sensor is arranged on each truss arch section 5;
a coordinate position sensor is arranged at the position 200mm away from the end head at the two ends of the upper chord 201; similarly, coordinate position sensors are also arranged at the positions 200mm away from the end heads at the two ends of the lower chord 202;
the truss arch section 5 is not provided with a coordinate position sensor at the end connected with the foundation;
s2, dividing the whole steel-wood combined truss structure into G1 span, G2 span, G3 span, G4 span, G5 span, G6 span, G7 span, G8 span, G9 span, G10 span, G11 span, G12 span, G13 span and G14 span from right to left in sequence, wherein each span represents a truss arch unit 1;
when the span is built, the sequence is as follows: the first G1 span-G3 span, the second G2 span-G5 span (the G2 span is fixed through a purline 4), the third G4 span-G7 span (the G3 span and the G4 span are fixed), the fourth G6 span-G9 span (the G5 span and the G6 span are fixed), the fifth G8 span-G11 span (the G7 span and the G8 span are fixed), the sixth G10 span-G13 span (the G9 span and the G10 span are fixed), and the seventh G12-G14 span (the G11 span, the G12 span and the G13 span are fixed);
when setting up every and striding (truss encircles unit 1), every truss encircles unit 1 and constructs from both ends to the centre, from low to high, and both ends are built simultaneously, specifically do:
s21, hoisting the first truss arch section 501 by a tower crane, fixedly connecting the lowest end of the first truss arch section with a foundation through a steel joint, supporting the high end of the first truss arch section by a tower 6, and tensioning the high end of the first truss arch section with the ground through pull ropes 7 in different directions; the steel rope of the tower crane cylinder lifts the two ends of the first truss arch section 501;
then further fixing the rigid joint and the foundation by using concrete to form a pier; after the pier is dried, performing subsequent work;
the top end of the tower frame 6 is provided with a jack nail through an adjustable bracket, and the jack supports the high end of the first truss arch section 501;
s22, hanging a first load block at the high end of the first arch end 501 through a lifting rope, wherein the weight of the first load block is equivalent to that of the second truss arch section, namely simulating the gravity of the second truss arch section through the first load block;
after the first load block is loaded, the first load block is unloaded step by step through a jack; when the first truss arch section 501 is deformed, the pull rope 7 is tensioned;
s23, loosening the first truss arch section 501 by the tower crane, and hoisting the second truss arch section;
when the second truss arch section is hoisted in place, the high end of the second truss arch section is supported by another tower 6, and the low end of the second truss arch section is preliminarily placed at the high end of the first truss arch section 501; measuring the space coordinate of the corresponding point through a position coordinate sensor, adjusting an adjustable bracket at the top of the support tower 6 according to the requirement, and ensuring that the position error is within the range of 10 mm;
then, the high end of the second truss arch section is tensioned with the ground through pull ropes 7 in different directions, and the low end of the second truss arch section is fixedly connected with the high end of the first truss arch section 501;
gradually removing the first load block on the first truss arch section 501, and gradually loosening the second truss arch section by the tower crane at the same time, so that the second truss arch section gradually replaces the first load block to apply force to the first truss arch section;
s24, dropping a second load block at the high end of the second truss arch section through a lifting rope, wherein the weight of the second load block is equivalent to that of the third truss arch section;
then the corresponding jack is gradually unloaded, and after the second truss arch section is deformed, the corresponding pull rope is tensioned;
s25, repeating the step S23 and the step S24 until the uppermost and most middle truss arch section 5;
two ends of the truss arch section 5 at the middle are directly hoisted and then connected with the adjacent truss arch sections 5; removing the load blocks on the adjacent truss arch sections 5;
and S3, connecting the parallel truss arch units 1 through purlines 4 to form a shed frame structure.
In this embodiment, in step S22 and step S24, when the jack is unloaded step by step, the jack is lowered step by step according to the scale thereon to unload, and the next stage of unloading is continued after about 3mm of lowering each time and 2h of interval without deformation of the truss arch section 5 until all the unloading is completed.
It should be noted that when the third truss arch section is hoisted, the corresponding jack at the high end of the first truss arch section 501 is again pressurized.
In this embodiment, in step S23, when the load block is gradually removed and the hoisting of the corresponding truss arch section 5 is gradually released, each stage of unloading of the jack needs to be monitored during the unloading process of the jack, and the monitoring data is checked. In addition, the tower 6, the jack and the pull rope 7 avoid excessive position change at the joint of the truss arch section 5.
In this embodiment, the high end of the truss arch section 5 is provided with a roller, and the lifting rope is pulled by the roller to form a load block. The load blocks are convenient to be loaded and placed gradually.
In this embodiment, the stressed position of the truss arch section 5 lifted by the tower crane is located on the steel rod 3, and the point of application of the load block to the truss arch section 5 is also located on the steel rod 3.
Before the truss arch unit 1 is built, foundation construction is firstly carried out: the steel frame piers are fixed on the foundation through concrete and are provided with sockets, the side surfaces of the steel frame piers are surrounded by steel plates, and the steel plates are welded in a sealing mode. The lower end of the first truss arch section 501 is provided with a rigid joint; the steel section is in the shape of a rectangular column, one end of which wraps the lower end of the first truss arch section 501, and the other end of which has a vertical column. In installing the first truss arch section 501: inserting the vertical column into a socket of a steel frame pier, locking the vertical column through a bolt, and further fixing the vertical column through welding; then, non-shrinkage concrete grouting is carried out, and the pier is formed after drying. After the piers are dried, the subsequent installation of the truss arch unit 1 is performed. The structure can effectively ensure the stable fixation of the truss arch unit 1.
When a truss arch unit 1 is built, all the jacks are stressed again, and the pull ropes 7 are loosened again, so that the pull ropes 7 are pulled tightly again.
When the steel-wood composite truss structure is built, the tower 6 and the pull rope 7 need to be dismantled; each truss arch unit 1 gradually removes the tower 6 from the middle to both sides. Because the jack is provided with the pressure sensor; when the tower 6 is dismantled, the pressure change on the jacks on other towers 6 of the same truss arch unit 1 is monitored, and when the pressure change exceeds a preset value, the follow-up dismantling is stopped and the follow-up dismantling is checked.
And after the jack is unloaded, observing all monitoring points once within 6h, observing for the second time within 12h, and observing for the third time within 24 h.
When the tower 6 and the pull rope 7 are removed, the tower is removed from the middle, the left end and the right end when viewed from the left-right direction of the shed: firstly, G7 span and G8 span are dismantled, then G6 span and G9 span are dismantled, then G5 span and G10 span are dismantled, then G4 span and G11 span are dismantled, then G3 span and G12 span are dismantled, then G2 span and G13 span are dismantled, and finally G1 span and G14 span are dismantled. During the dismantling process, the force along the left and right directions of the penny frame corresponding to the time of releasing the tower 6 and the pull rope 7 at the dismantling position; the steel wire rope is gradually disassembled from the middle to the two sides, which is equivalent to the action force towards the middle when the two sides are disassembled, so that each span cannot be deformed excessively in the left-right direction when the steel wire rope is disassembled.
The above examples only represent preferred embodiments, and the description thereof is more specific and detailed, but not to be construed as limiting the scope of the invention. It should be noted that various changes and modifications can be made by those skilled in the art without departing from the spirit of the invention, and these changes and modifications are all within the scope of the invention.
Claims (9)
1. The construction method of the steel-wood composite truss structure comprises the steps that the steel-wood composite truss structure comprises a plurality of truss arch units (1); the truss arch unit (1) is formed by building and splicing a plurality of truss arch sections (5); each truss arch section (5) is supported and connected by a plurality of arc-shaped chords (2) through steel rods (3), and two ends of each truss arch section are fixed on the bottom surface; (ii) a The truss arch units (1) are arranged in parallel, and adjacent truss arch units are connected through crossing purlines (4) to form a shed frame structure; the method is characterized in that: the method comprises the following steps:
s1, preparing, namely weighing the truss arch section (5) and matching with a corresponding load block; a coordinate position sensor is arranged on each truss arch section (5);
s2, constructing truss arch units (1), wherein each truss arch unit (1) is constructed from two ends to the middle and from low to high, and the two ends are constructed simultaneously;
s21, hoisting the first truss arch section (501) by a tower crane, fixing the lowest end of the first truss arch section with a foundation through a steel joint, supporting the high end of the first truss arch section by a tower frame (6), and tensioning the high end of the first truss arch section with the ground through pull ropes (7) in different directions;
s22, hanging a first load block at the high end of the first truss arch section (501) through a hanging rope, wherein the weight of the first load block is equivalent to that of the second truss arch section, namely the gravity of the second truss arch section is simulated through the first load block;
after the first truss arch section (501) is deformed, the pull rope (7) is tensioned;
s23, hoisting of the first truss arch section (501) is removed, and then the second truss arch section is hoisted; supporting the high end of the second truss arch section by another tower frame (6), tensioning the high end with the ground by pull ropes (7) in different directions, and butting the low end of the second truss arch section with the high end of the first truss arch section (501);
gradually withdrawing the first load block on the first truss arch section (501) and gradually loosening the hoisting of the second truss arch section, so that the second truss arch section gradually replaces the first load block to apply force to the first truss arch section;
s24, hanging a second load block at the high end of the second truss arch section through a hanging rope, wherein the weight of the second load block is equivalent to that of the third truss arch section;
after the second truss arch section deforms, tensioning the corresponding pull rope;
s25, repeating the step S23 and the step S24 until the uppermost and most middle truss arch section (5); two ends of the truss arch section (5) at the middle are directly hoisted and then connected with the adjacent truss arch section (5); removing the load blocks on the adjacent truss arch sections (5);
and S3, connecting the parallel truss arch units (1) through purlines (4) to form a shed frame structure.
2. The construction method of the steel-wood composite truss structure according to claim 1, wherein: the arc chord (2) comprises an upper chord (201) and two lower chords (202), and a structure with a triangular section is formed between the upper chord (201) and the lower chord (202);
the upper chord member (201) and the lower chord member (202) are connected through a quadrangular pyramid structure formed by the steel rods (3).
3. The construction method of the steel-wood composite truss structure according to claim 2, wherein: the top of the tower frame (6) is provided with a jack through an adjustable bracket, and the jack supports the truss arch section (5);
after the corresponding load block is hung, the jack descends and unloads step by step according to the scale on the jack, descends 3mm each time, continues the next-stage unloading after the truss arch section (5) does not deform at an interval of 2h until all the unloading is finished;
when the load block is gradually withdrawn and the hoisting of the corresponding truss arch section (5) is gradually loosened, the excessive position change at the joint of the truss arch section (5) is avoided through the tower (6), the jack and the pull rope (7); in the unloading process of the jack, each stage of unloading needs to be monitored, and monitoring data is checked;
and after the jack is unloaded, observing all monitoring points once within 6h, observing for the second time within 12h, and observing for the third time within 24 h.
4. The construction method of the steel-wood composite truss structure according to claim 3, wherein: the high end of the truss arch section (5) is provided with a roller, and the lifting rope is pulled by the roller to form a load block.
5. The construction method of the steel-wood composite truss structure according to any one of claims 1 to 4, wherein: the steel-wood structure of the canopy frame-shaped agricultural building is divided into a G1 span, a G2 span, a G3 span, a G4 span, a G5 span, a G6 span, a G7 span, a G8 span, a G9 span, a G10 span, a G11 span, a G12 span, a G13 span and a G14 span from right to left in sequence, and each span represents a truss arch unit (1); the truss arch unit (1) is built in the following sequence: the first G1 spans-G3 spans, the second G2 spans-G5 spans, the third G4 spans-G7 spans, the fourth G6 spans-G9 spans, the fifth G8 spans-G11 spans, the sixth G10 spans-G13 spans, and the seventh G12 spans-G14 spans.
6. The construction method of the steel-wood composite truss structure according to claim 5, wherein: after the steel-wood combined truss structure is built, the tower (6) is gradually dismantled from the middle to the two sides of each truss arch unit (1);
a pressure sensor is arranged on the jack; when the tower (6) is dismantled, monitoring the pressure change on jacks on other towers (6) of the same truss arch unit (1), and stopping subsequent dismantling and inspecting when the pressure change exceeds a preset value;
when the tower (6) is dismantled, the tower is dismantled from the middle, the left end and the right end when viewed from the left-right direction of the shed frame.
7. The construction method of the steel-wood composite truss structure according to claim 1, wherein: the lower end of the first truss arch section (501) is connected with a foundation through a steel section;
the steel section is in a rectangular column shape, one end of the steel section wraps the lower end of the first truss arch section (501), and the other end of the steel section is provided with a vertical column;
a steel frame pier with a socket is arranged on the foundation, and a vertical column of the rigid joint is inserted into the steel frame pier, locked by a bolt and welded;
the whole steel frame column is surrounded by steel plates, the steel plates are welded, and then non-shrinkage concrete grouting is performed to form a column pier.
8. The construction method of the steel-wood composite truss structure according to claim 6 or 7, wherein: the stress position of the truss arch section (5) hoisted by the tower crane is positioned on the steel rod (3), and the point of application of the load block to the truss arch section (5) is also positioned on the steel rod (3).
9. The construction method of the steel-wood composite truss structure according to claim 8, wherein: after the truss arch section (5) is hoisted in place by the tower crane, measuring the space coordinate of a corresponding point by a position coordinate sensor, and adjusting an adjustable bracket at the top of the support tower (6) as required to ensure that the position error is within the range of 10 mm;
and position sensors are arranged at positions, 200mm away from the two ends of the truss arch section (5), and the force application points of the load blocks on the truss arch section (5) are also located at positions, 200mm away from the high ends.
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