阅读说明：本技术 三角桁架悬挑模板体系施工方法 (Construction method of triangular truss overhanging formwork system ) 是由 王保栋 许岳峰 孙昆 朱林 陈慧乾 辛若亮 石凯 于 2021-08-27 设计创作，主要内容包括：本发明提供了三角桁架悬挑模板体系施工方法,包括：放置预埋件、预埋U型环、斜撑杆焊接、安装悬挑钢梁、固定悬挑钢梁、条板硬封、斜拉钢丝绳、脚手架搭设等步骤,本三角桁架悬挑模板体系施工方法,通过采用三角形桁架与建筑主体通过焊接、固接等方式进行连接,作为连廊模板满堂架支撑点,在上方搭设脚手架进行施工,同时实时检测钢丝绳的拉力,通过灯光预警的方式对三角形桁架进行过载预警,规避了因过载问题带来的风险,保证了结构与架体安全,悬挑钢梁安装周期较短,可周转使用,有利于缩短施工周期,降低施工成本,解决了目前高空大跨度悬挑混凝土构件模板支撑体系存在的风险大、施工难的问题。(The invention provides a construction method of a triangular truss overhanging formwork system, which comprises the following steps: placing embedded parts, pre-embedding a U-shaped ring, welding diagonal braces, installing overhanging steel beams, fixing the overhanging steel beams, hard sealing battens, diagonal steel wire ropes, erecting scaffolds and the like.)

1. The construction method of the triangular truss overhanging formwork system is characterized by comprising the following steps:

s1, placing embedded parts, welding the embedded parts according to a plane layout, avoiding the outer frame upright stanchion, the toilet hole, the air conditioner plate and other components when in layout, and reinforcing the beams in the embedded area according to requirements;

s2, pre-burying a U-shaped ring, wherein the U-shaped ring is pre-buried in the top plate of the overhanging layer through a hanging hammer according to the position of a pre-buried part of the top plate of the next layer of the overhanging layer;

s3, welding diagonal braces, and completing welding work of a triangular truss before hoisting, wherein the triangular truss comprises an overhanging steel beam, diagonal braces, web members and limiting steel bars, one ends of the diagonal braces are welded to the bottom of the overhanging steel beam in an inclined manner, the limiting steel bars are welded to the joints of the diagonal braces and the overhanging steel beam, the web members are welded to the overhanging steel beam and the diagonal braces in an inclined manner, the length, the angle and the positions of the diagonal braces are ensured through elastic lines, and the limiting steel bars and the web members are welded according to drawings after the diagonal braces are welded;

s4, mounting an overhanging steel beam, wherein one end of the overhanging steel beam, which is close to a floor slab, is fixed by adopting a plurality of U-shaped rings and a steel pressure plate, the anchoring depth of the U-shaped rings is not less than 10cm, and the exposed length of a steel bar is not less than 35 cm;

s5, fixing the cantilever steel beam, and welding the inclined stay bar and the embedded steel plate;

s6, carrying out hard sealing on the batten, after the cantilever steel beam is completely installed, arranging longitudinal horizontal I-steel at the connection point of the cantilever steel beam and the diagonal brace and the connection point of the web member I-steel and the diagonal brace, adopting U-shaped ring connection, arranging all spans, arranging horizontal I-steel diagonal braces outside the initial and terminal triangular trusses, connecting the horizontal I-steel diagonal braces with the building and the diagonal brace top connection points in a welding manner, and immediately carrying out hard sealing on the cantilever steel beam by using the batten;

s7, a cable-stayed steel wire rope, wherein the outer end of each overhanging steel beam is provided with a steel wire rope and a floor slab above the steel wire rope, the steel wire rope and a pull ring of the building structure drawknot use HPB 300-grade steel bars, a tension detection assembly is arranged on the steel wire rope, the steel wire rope comprises a first steel rope and a second steel rope, the first steel rope is arranged on one side close to the floor slab, the second steel rope is arranged on one side close to the overhanging steel beam, the tension detection assembly is arranged between the first steel rope and the second steel rope, the tension detection assembly comprises a shell, a first connecting device, a second connecting device, a pressure sensor, a lamp strip, a shell and a controller, a cavity is arranged in the shell, a through hole is formed in one side of the shell, the first connecting device and the second connecting device are arranged in the cavity, and the pressure sensor is arranged between the first connecting device and the second connecting device, the lamp strip is arranged outside the shell, the shell is arranged on one side of the shell, which is close to the second connecting device, the controller is arranged inside the shell, a signal input end of the controller is in communication connection with the pressure sensor, the signal input end of the controller is in communication connection with the signal input end of the lamp strip, one end, far away from the floor slab, of the first steel rope penetrates through the through hole to be connected with the first connecting device, and one end, far away from the cantilever steel beam, of the second steel rope penetrates through the through hole to be connected with the second connecting device;

s8, erecting a scaffold, welding reinforcing steel bars not less than phi 20 at the position of the vertical rod of the overhanging steel beam, sleeving the bottom of the vertical rod into the reinforcing steel bars, constructing a formwork support system, and effectively connecting the formwork support at the overhanging part with the indoor frame body to form a whole.

2. The construction method of the triangular truss overhanging formwork system according to claim 1, characterized in that: and in the S3, calculating a welding inclined plane before welding the upper and lower support points of the inclined support rod with the cantilever steel beam and the embedded part, cutting by using a cutting machine, and increasing web welding when the welding surface has deviation.

3. The construction method of the triangular truss overhanging formwork system according to claim 2, characterized in that: the effective height of the welding seam at each part is not less than 6mm, the effective length of the single side is not less than 100mm, and the total length of the welding seam is not less than 220mm for ensuring safety.

4. The construction method of the triangular truss overhanging formwork system according to claim 1, characterized in that: in the step S4, the positions, the intervals, the number, and the like of the U-shaped rings are determined based on the positions of the cantilever beams and the calculation book.

5. The construction method of the triangular truss overhanging formwork system according to claim 4, characterized in that: u type ring adopts U type round steel clod wash shaping, adopt after the girder steel of encorbelmenting is installed U type ring and bolt steel clamp plate are connected fixedly, and the steel clamp plate size is confirmed according to U type ring size, and it is fixed to screw up with two screw caps, and U type bolt leaks the silk and is no less than three, the floor of U type ring department uses the reinforcing bar to consolidate.

6. The construction method of the triangular truss overhanging formwork system according to claim 1, characterized in that: in the step S5, the welding seam between the diagonal brace and the embedded steel plate is penetration equal-strength welding, and the grade of the welding seam is first grade.

7. The construction method of the triangular truss overhanging formwork system according to claim 1, characterized in that: first connecting device includes first stopper and first connecting block, first stopper with first connecting block in proper order top-down set gradually in the inside one end of cavity, first connecting block install in the bottom of first stopper, the shape of first stopper is L shape, first steel cable is kept away from the one end of floor with first connecting block connects.

8. The construction method of the triangular truss overhanging formwork system according to claim 7, characterized in that: the second connecting device comprises a second limiting block and a second connecting block, the second limiting block and the second connecting block are sequentially arranged at the other end of the cavity from top to bottom, the second connecting block is arranged at the top of the second limiting block, the second limiting block is L-shaped, and one end of the cantilever steel beam is far away from the second steel rope and is connected with the second connecting block.

9. The construction method of the triangular truss overhanging formwork system according to claim 8, characterized in that: the size and the shape of the first limiting block are identical to those of the second limiting block, and the positions of the first limiting block and the second limiting block are arranged in a mirror image mode.

Technical Field

The invention relates to the technical field of building engineering, in particular to a construction method of a triangular truss overhanging formwork system.

Background

With the development of modern buildings, the buildings are not only limited to meet the use functions, more and more building designs begin to look at the unique aspect of the highlighted buildings, new challenges are brought to the traditional formwork supporting system, and the existing high-altitude large-span cantilever concrete member formwork system has the problems of high risk and difficult construction due to high height.

Disclosure of Invention

The embodiment of the invention provides a construction method of a triangular truss overhanging formwork system, which is characterized in that a triangular truss is connected with a building main body in a welding, fixedly connecting and other modes to serve as a full-hall frame supporting point of a corridor formwork, a scaffold is erected above the full-hall frame supporting point for construction, meanwhile, the tension of a steel wire rope is detected in real time, and overload early warning is carried out on the triangular truss in a light early warning mode, so that the risk caused by overload is avoided, the safety of a structure and a frame body is ensured, the overhanging steel beam is short in installation period, can be recycled, is beneficial to shortening the construction period, reduces the construction cost, and solves the problems of high risk and difficult construction of the existing high-altitude large-span overhanging concrete member formwork supporting system.

In view of the above problems, the technical solution proposed by the present invention is:

the construction method of the triangular truss overhanging formwork system comprises the following steps:

s1, placing embedded parts, welding the embedded parts according to a plane layout, avoiding the outer frame upright stanchion, the toilet hole, the air conditioner plate and other components when in layout, and reinforcing the beams in the embedded area according to requirements;

s2, pre-burying a U-shaped ring, wherein the U-shaped ring is pre-buried in the top plate of the overhanging layer through a hanging hammer according to the position of a pre-buried part of the top plate of the next layer of the overhanging layer;

s3, welding diagonal braces, and completing welding work of a triangular truss before hoisting, wherein the triangular truss comprises an overhanging steel beam, diagonal braces, web members and limiting steel bars, one ends of the diagonal braces are welded to the bottom of the overhanging steel beam in an inclined manner, the limiting steel bars are welded to the joints of the diagonal braces and the overhanging steel beam, the web members are welded to the overhanging steel beam and the diagonal braces in an inclined manner, the length, the angle and the positions of the diagonal braces are ensured through elastic lines, and the limiting steel bars and the web members are welded according to drawings after the diagonal braces are welded;

s4, mounting an overhanging steel beam, wherein one end of the overhanging steel beam, which is close to a floor slab, is fixed by adopting a plurality of U-shaped rings and a steel pressure plate, the anchoring depth of the U-shaped rings is not less than 10cm, and the exposed length of a steel bar is not less than 35 cm;

s5, fixing the cantilever steel beam, and welding the inclined stay bar and the embedded steel plate;

s6, carrying out hard sealing on the batten, after the cantilever steel beam is completely installed, arranging longitudinal horizontal I-steel at the connection point of the cantilever steel beam and the diagonal brace and the connection point of the web member I-steel and the diagonal brace, adopting U-shaped ring connection, arranging all spans, arranging horizontal I-steel diagonal braces outside the initial and terminal triangular trusses, connecting the horizontal I-steel diagonal braces with the building and the diagonal brace top connection points in a welding manner, and immediately carrying out hard sealing on the cantilever steel beam by using the batten;

s7, a cable-stayed steel wire rope, wherein the outer end of each overhanging steel beam is provided with a steel wire rope and a floor slab above the steel wire rope, the steel wire rope and a pull ring of the building structure drawknot use HPB 300-grade steel bars, a tension detection assembly is arranged on the steel wire rope, the steel wire rope comprises a first steel rope and a second steel rope, the first steel rope is arranged on one side close to the floor slab, the second steel rope is arranged on one side close to the overhanging steel beam, the tension detection assembly is arranged between the first steel rope and the second steel rope, the tension detection assembly comprises a shell, a first connecting device, a second connecting device, a pressure sensor, a lamp strip, a shell and a controller, a cavity is arranged in the shell, a through hole is formed in one side of the shell, the first connecting device and the second connecting device are arranged in the cavity, and the pressure sensor is arranged between the first connecting device and the second connecting device, the lamp strip is arranged outside the shell, the shell is arranged on one side of the shell, which is close to the second connecting device, the controller is arranged inside the shell, a signal input end of the controller is in communication connection with the pressure sensor, the signal input end of the controller is in communication connection with the signal input end of the lamp strip, one end, far away from the floor slab, of the first steel rope penetrates through the through hole to be connected with the first connecting device, and one end, far away from the cantilever steel beam, of the second steel rope penetrates through the through hole to be connected with the second connecting device;

s8, erecting a scaffold, welding reinforcing steel bars not less than phi 20 at the position of the vertical rod of the overhanging steel beam, sleeving the bottom of the vertical rod into the reinforcing steel bars, constructing a formwork support system, and effectively connecting the formwork support at the overhanging part with the indoor frame body to form a whole.

In S3, a welding slope is calculated and cut by a cutting machine before the upper and lower support points of the diagonal brace are welded to the cantilever steel beam and the embedded part, and web welding is increased when the welding surface has a deviation.

As a preferable technical scheme of the invention, the effective height of the welding seam at each part is not less than 6mm, the effective length at one side is not less than 100mm, and the total length of the welding seam is not less than 220mm for ensuring safety.

As a preferable embodiment of the present invention, the positions, the intervals, the number, and the like of the U-shaped rings are determined according to the positions of the cantilever beams and a calculation book.

According to the preferred technical scheme, the U-shaped ring is formed by cold-bending U-shaped round steel, the cantilever steel beams are fixedly connected with the U-shaped ring and the bolt steel pressing plate after being installed, the size of the steel pressing plate is determined according to the size of the U-shaped ring and is fixed by screwing with double nuts, the number of U-shaped bolt leakage wires is not less than three, and the floor slab at the position of the U-shaped ring is reinforced by using reinforcing steel bars.

As a preferred technical solution of the present invention, in step S5, the welding seam between the diagonal brace and the embedded steel plate is penetration welding, and the grade of the welding seam is first grade.

As a preferred technical solution of the present invention, the first connecting device includes a first limiting block and a first connecting block, the first limiting block and the first connecting block are sequentially disposed at one end inside the cavity from top to bottom, the first connecting block is mounted at the bottom of the first limiting block, the first limiting block is L-shaped, and one end of the first steel cable, which is far away from the floor, is connected to the first connecting block.

As a preferable technical scheme of the invention, the second connecting device comprises a second limiting block and a second connecting block, the second limiting block and the second connecting block are sequentially arranged at the other end inside the cavity from top to bottom, the second connecting block is arranged at the top of the second limiting block, the second limiting block is L-shaped, and one end of the second steel rope, which is far away from the cantilever steel beam, is connected with the second connecting block.

As a preferred technical scheme of the present invention, the size and shape of the first limiting block are completely the same as those of the second limiting block, and the positions of the first limiting block and the second limiting block are arranged in a mirror image manner.

Compared with the prior art, the invention has the beneficial effects that: the triangular truss is connected with a building main body in a welding, fixedly connected and other modes to serve as a full-hall frame supporting point of a corridor template, a scaffold is erected above the triangular truss for construction, after the triangular truss is installed, in the using process, a first limiting block and a second limiting block are respectively pulled by a first steel rope and a second steel rope to move outwards, the first limiting block and the second limiting block respectively drive a first connecting block and a first connecting block to move outwards, a pressure sensor is extruded in the outwards moving process of the first connecting block and the first connecting block, signals output to a controller after the pressure sensor receives extrusion force are changed, the controller analyzes the stress conditions of the first steel rope and the second steel rope of signals output by the pressure sensor to obtain an analysis result, when the analysis result is less than 80kn, the controller does not trigger the lamp strip to work, when the analysis result is less than 80kn, the controller triggers lamp area work, and the staff judges whether the triangle-shaped truss transships according to the behavior in observation lamp area, carries out overload early warning to the triangle-shaped truss through the mode of light early warning, has avoidd the risk that brings because of the overload problem, has guaranteed structure and support body safety, and the girder steel installation cycle of encorbelmenting is shorter, can have enough to meet the need the use, is favorable to shortening construction cycle, reduces construction cost, has solved the present high altitude large-span concrete member template support system that encorbelments the problem that the risk that exists is big, the construction is difficult.

The foregoing description is only an overview of the technical solutions of the present invention, and the embodiments of the present invention are described below in order to make the technical means of the present invention more clearly understood and to make the above and other objects, features, and advantages of the present invention more clearly understandable.

Drawings

FIG. 1 is a schematic flow chart of a construction method of a triangular truss cantilever formwork system disclosed by the embodiment of the invention;

FIG. 2 is a schematic view of an installation structure of a triangular truss disclosed in the embodiment of the invention;

FIG. 3 is an enlarged view of the structure at A in FIG. 2;

fig. 4 is a schematic diagram of a scaffold-building structure disclosed in the prior art;

FIG. 5 is a schematic cross-sectional view of a tension detecting assembly according to an embodiment of the present invention;

fig. 6 is a communication block diagram of the tension detecting assembly according to the embodiment of the present invention.

Reference numerals: 10. a triangular truss; 11. cantilever steel beam; 12. a diagonal brace; 13. a web member; 14. limiting the reinforcing steel bars; 20. a U-shaped ring; 30. a first steel rope; 40. a second steel cord; 50. a tension detection assembly; 51. a housing; 52. a cavity; 53. a through hole; 54. a first connecting means; 541. a first stopper; 542. a first connection block; 55. a second connecting means; 551. a second limiting block; 552. a second connecting block; 56. a pressure sensor; 57. a light strip; 58. a housing; 59. a controller; 60. a scaffold; 70. and (7) a floor slab.

DETAILED DESCRIPTION OF EMBODIMENT (S) OF INVENTION

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.

As shown in fig. 1 to 6, the construction method of the triangular truss overhanging formwork system comprises the following steps:

s1, placing embedded parts, welding the embedded parts according to a plane layout, avoiding the outer frame upright stanchion, the toilet hole, the air conditioner plate and other components when in layout, and reinforcing the beams in the embedded area according to requirements;

s2, pre-burying the U-shaped ring, and pre-burying the U-shaped ring 20 on the top plate of the overhanging layer through a hanging hammer according to the position of a pre-buried part of the top plate of the next layer of the overhanging layer;

s3, welding inclined struts, completing the welding work of a triangular truss 10 before hoisting, wherein the triangular truss 10 comprises an overhanging steel beam 11, an inclined strut 12, a web member 13 and a limit steel bar 14, one end of the inclined strut 12 is welded at the bottom of the overhanging steel beam 11 in an inclined way, the limit steel bar 14 is welded at the joint of the inclined strut 12 and the overhanging steel beam 11, the web member 13 is welded with the overhanging steel beam 11 and the inclined strut 12 in an inclined way, the length, the angle and the position of the inclined strut 12 are ensured by elastic lines, the limit steel bar 14 and the web member 13 are welded according to drawings after the inclined strut 12 is welded, the welding inclined planes of the upper and lower support points of the inclined strut 12 are calculated and cut by a cutting machine before the inclined struts are welded with the overhanging steel beam 11 and an embedded part, the web welding is increased when the welding planes have deviation, the effective height of the welding seam of each part is 6mm, the effective length of one side is not less than 100mm, and the total length of the welding seam is not less than 220mm for ensuring safety, the phenomena of slag inclusion, air holes and the like which do not meet the quality requirement cannot occur in the welding process;

s4, mounting overhanging steel beams, fixing one ends, close to a floor slab 70, of the overhanging steel beams 11 by adopting a plurality of U-shaped rings 20 and steel pressing plates, cold-bending the U-shaped rings 20 by adopting U-shaped round steel, connecting and fixing the overhanging steel beams 11 after being mounted by adopting the U-shaped rings 20 and bolt steel pressing plates, determining the size of the steel pressing plates according to the size of the U-shaped rings 20, screwing and fixing the steel pressing plates by using double nuts, wherein the number of U-shaped bolt leakage wires is not less than three, the floor slab 70 at the position of the U-shaped rings 20 is reinforced by using reinforcing steel bars, the position, the interval, the number and the like of the U-shaped rings 20 are determined according to the position of the overhanging steel beams 11 and a calculation book, the anchoring depth is not less than 10cm, and the exposed length of the reinforcing steel bars is not less than 35 cm;

s5, fixing the cantilever steel beam, wherein the inclined strut 12 is connected with the embedded steel plate in a welding mode, the welding seam between the inclined strut 12 and the embedded steel plate is penetration equal-strength welding, and the grade of the welding seam is first grade;

s6, carrying out hard sealing on the batten, after the cantilever steel beam 11 is completely installed, arranging longitudinal horizontal I-steel at the connection point of the cantilever steel beam 11 and the diagonal brace 12 and the connection point of the web member 13I-steel and the diagonal brace 12, connecting by adopting a U-shaped ring 20, arranging all spans, arranging horizontal I-steel diagonal braces outside the initial and terminal triangular truss 10, carrying out spot welding connection with the building and the diagonal brace top, and immediately carrying out hard sealing on the cantilever steel beam 11 by using the batten;

s7, stayed steel cables, wherein the outer end of each cantilever steel beam 11 is provided with a steel cable which is tied with a floor 70 above the cantilever steel beam, the steel cable and a pull ring of the building structure tie use HPB 300-grade steel bars, a tension detection assembly 50 is arranged on the steel cable, the steel cable comprises a first steel cable 30 and a second steel cable 40, the first steel cable 30 is arranged on one side close to the floor 70, the second steel cable 40 is arranged on one side close to the cantilever steel beam 11, the tension detection assembly 50 is arranged between the first steel cable 30 and the second steel cable 40, the tension detection assembly 50 comprises a shell 51, a first connecting device 54, a second connecting device 55, a pressure sensor 56, a lamp strip 57, a shell 58 and a controller 59, a cavity 52 is arranged inside the shell 51, one side of the shell 51 is provided with a through hole 53, the first connecting device 54 and the second connecting device 55 are arranged inside the cavity 52, the pressure sensor 56 is arranged between the first connecting device 54 and the second connecting device 55, the first connecting device 54 and the second connecting device 55 are respectively contacted, the light strip 57 is arranged outside the shell 51, the shell 58 is arranged on one side of the shell 51 close to the second connecting device 55, the controller 59 is arranged inside the shell 58, a signal input end of the controller 59 is in communication connection with the pressure sensor 56, a signal input end of the controller 59 is in communication connection with a signal input end of the light strip 57, one end of the first steel cable 30 far away from the floor slab 70 is connected with the first connecting device 54 through the through hole 53, one end of the second steel cable 40 far away from the cantilever steel beam 11 is connected with the second connecting device 55 through the through hole 53, the first connecting device 54 comprises a first limiting block 541 and a first connecting block 542, the first limiting block 541 and the first connecting block 542 are sequentially arranged at one end inside the cavity 52 from top to bottom, the first connecting block 542 is arranged at the bottom of the first limiting block 541, and the first limiting block 541 is in an L shape, one end, far away from the floor slab 70, of the first steel rope 30 is connected with the first connecting block 542, the second connecting device 55 comprises a second limiting block 551 and a second connecting block 552, the second limiting block 551 and the second connecting block 552 are sequentially arranged at the other end inside the cavity 52 from top to bottom, the second connecting block 552 is arranged at the top of the second limiting block 551, the second limiting block 551 is L-shaped, one end, far away from the overhanging steel beam 11, of the second steel rope 40 is connected with the second connecting block 552, the size and the shape of the first limiting block 541 are completely identical to those of the second limiting block 551, and the positions of the first limiting block 541 and the second limiting block 551 are arranged in a mirror image manner;

specifically, in the using process after the triangular truss 10 is installed, the first steel rope 30 and the second steel rope 40 respectively pull the first limiting block 541 and the second limiting block 551 to move outwards, the first limiting block 541 and the second limiting block 551 respectively drive the first connecting block 542 and the first connecting block 542 to move outwards, the first connecting block 542 and the first connecting block 542 squeeze the pressure sensor 56 in the moving process, the signal output to the controller 59 after the pressure sensor 56 receives the squeezing force changes, the controller 59 analyzes the stress condition of the first steel rope 30 and the second steel according to the signal output by the pressure sensor 56 to obtain an analysis result, when the analysis result is less than 80kn, the controller 59 does not trigger the lamp strip 57 to work, when the analysis result is less than 80kn, the controller 59 triggers the lamp strip 57 to work, a worker judges whether the triangular truss 10 is overloaded according to the working condition of the lamp strip 57, safety accidents caused by overload are avoided;

s8, erecting a scaffold 60, welding reinforcing steel bars not less than phi 20 at the position of the vertical rod of the cantilever steel beam 11, sleeving the bottom of the vertical rod into the reinforcing steel bars, constructing a formwork support system, and effectively connecting a formwork support at the cantilever part with an indoor frame body to form a whole.

And performing relevant deformation observation in the processes of gallery construction and concrete pouring, performing early warning when the deformation value is allowed to be 18 mm according to the specification, and when the actual measurement deformation value reaches 9 mm, starting an emergency plan when the deformation value reaches 12 mm.

Judging whether the concrete has a formwork stripping condition according to the evaluation value of the concrete same-condition test block strength report, wherein the concrete strength value is 100% of the design value during formwork stripping and can be removed, and attention is required during the stripping:

(1) the dismantling of the supporting I-shaped steel beam is a difficult point of dismantling, firstly, under the state that the anchor ring and the I-shaped steel beam are wedged tightly, the wood wedge is loosened, the pressure ring is cut off, and the whole body is lifted away;

(2) when the tower crane steel wire rope is hung at the end part of the triangular truss, the tail part of the tower crane steel wire rope is pulled by a long safety rope of 100m, the compression ring is loosened, and the tower crane steel wire rope is slowly pulled outwards away from the steel beam after a welding point is cut. The tail part adopts manpower and pulleys to ensure that the steel beam slowly descends to a position vertical to the hoisting point of the tower crane after being hoisted away from the floor slab 70, and then the steel beam is vertically placed on the ground;

(3) before the supporting I-shaped steel beam is dismantled, the formwork support frame must be dismantled and cleaned, so that the dismantling of the I-shaped steel beam is safe and smooth;

(4) after the upper part of the diagonal brace 12 is disconnected from the I-shaped steel cantilever beam after being dismantled, the diagonal brace is held at the upper end and then is dismantled together with a lower part operator;

(5) the steel beams should be removed from one end to the other end one by one when being removed.

Dismantling process:

s9, cleaning the obstacles and suspended matters on the frame body;

s10, removing the template and the formwork support body;

s11, removing interlayer hard protection and steel wire ropes;

s12, dismantling the transverse steel beam;

s13, loosening wedging wood wedges and welding pieces of the I-shaped steel supporting beam and the round steel pressing ring;

s14, cutting off the round steel pressure ring;

and S15, hanging the steel I-beam away.

The construction method of the triangular truss overhanging formwork system comprises the steps of connecting a triangular truss 10 and a building main body in a welding and fixedly connecting mode to serve as a full-hall frame supporting point of a corridor formwork, erecting a scaffold 60 above the full-hall frame supporting point, enabling a first limiting block 541 and a second limiting block 551 to move outwards respectively by a first steel rope 30 and a second steel rope 40 in the using process after the triangular truss 10 is installed, enabling the first limiting block 541 and the second limiting block 551 to drive a first connecting block 542 and a first connecting block 542 to move outwards respectively, extruding a pressure sensor 56 in the outwards moving process of the first connecting block 542 and the first connecting block 542, enabling the pressure sensor 56 to change signals output to a controller 59 after being extruded, analyzing the stress conditions of the first steel rope 30 and the second steel by the controller 59 according to the signals output by the pressure sensor 56 to obtain an analysis result, when the analysis result is less than 80kn, controller 59 does not trigger lamp area 57 work, when the analysis result is less than 80kn, controller 59 triggers lamp area 57 work, the staff judges whether triangle-shaped truss 10 transships according to the behavior of observing lamp area 57, the mode through light early warning carries out overload early warning to triangle-shaped truss 10, the risk that brings because of the overload problem has been avoided, structure and support body safety has been guaranteed, girder steel 11 installation cycle of encorbelmenting is shorter, can have enough to meet the need the use, be favorable to shortening construction cycle, reduce construction cost, the problem that the risk that present high altitude large-span concrete member formwork support system of encorbelmenting exists is big, the construction is difficult is solved.

It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.