CN113982281A - Super-tonnage space truss lifting and reinforcing structure and construction method thereof - Google Patents
Super-tonnage space truss lifting and reinforcing structure and construction method thereof Download PDFInfo
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- CN113982281A CN113982281A CN202111108380.7A CN202111108380A CN113982281A CN 113982281 A CN113982281 A CN 113982281A CN 202111108380 A CN202111108380 A CN 202111108380A CN 113982281 A CN113982281 A CN 113982281A
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- 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
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Abstract
The invention discloses a super-tonnage space truss lifting and reinforcing structure and a construction method thereof. According to the invention, the space truss is partitioned, so that the unit-divided assembly is facilitated, the installation time is ensured, and the installation precision is also ensured; through trial lifting and fractional lifting, synchronous control during lifting is facilitated, and in-place mounting accuracy is guaranteed; by means of pre-arching compensation and in-process monitoring deformation control, stress uniformity and installation accuracy in the lifting process can be effectively guaranteed, and the ring-type truss and the main truss are respectively controlled to facilitate targeted monitoring; the bottom of the lifting process is subjected to measures such as temporary support, embedding and inclined strut reinforcement, and the integrity of the space truss can be further ensured.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a super-tonnage space truss lifting and reinforcing structure and a construction method thereof.
Background
Large-scale complicated steel structure engineering is continuously emerging along with the development of national economy and the improvement of the technical level in the field of construction. The space truss structure lifting is compared, improved and optimized according to different characteristics and construction conditions of engineering, an improved technology and measures are used, the construction efficiency and the construction quality of the whole lifting technology are exerted, the construction period is shortened, and the cost is reduced. For the spatial truss with the ultra-large tonnage and the complex form, the installation and the lifting are the key points of construction, and how to effectively, conveniently and accurately install, reinforce and lift the spatial truss according to the characteristics of the spatial truss is a key link of the structural construction of the spatial truss.
Disclosure of Invention
The invention provides a lifting and reinforcing structure of a super-tonnage space truss and a construction method thereof, which are used for solving the technical problems of partition assembly, multipoint hoisting, segmented lifting, integral positioning and reinforcing and the like of a complex space truss.
In order to achieve the purpose, the invention adopts the following technical scheme:
a super-tonnage space truss lifting and reinforcing structure comprises an external ring-type truss, a main truss connected to the inside of the ring-type truss, a coupling beam connected between the ring-type truss and the main truss, truss columns connected at the connection positions of the main truss and the ring-type truss, and lifting frames arranged on the main truss and the ring-type truss respectively;
the main truss is square or rectangular, the square or rectangular four corners are connected with truss columns, the height of each truss column is higher than that of the ring-type truss, and a horizontal truss is connected between each truss column and the ring-type truss; the lifting frame is detachably connected to the truss column and the horizontal truss between the truss column and the annular truss column.
Furthermore, the space truss formed by the ring-shaped truss, the main truss and the connecting beams is divided into nine areas through the horizontal truss, the horizontal truss is distributed in a groined shape, the square shape in the middle of the groined-shaped distribution corresponds to the main truss, and the four-corner areas of the groined-shaped distribution correspond to the ring-shaped truss correspondingly connected with the truss columns.
Furthermore, the lifting frame is arranged corresponding to the lifting points, and the lifting points are arranged at the connecting positions of the truss columns and the main truss and are arranged in the annular direction of the ring-type truss at intervals; and the temporary supports are arranged below the lifting points in a one-to-one correspondence manner and are door-type supports, and the tops of the door-type supports are detachably connected below bottom chords of the ring-type truss or the main truss.
Furthermore, the hoisting frame is respectively connected with the upper chords of the ring-type truss and the main truss through a lifting appliance, the lifting appliance is fixedly connected with the upper chords, and stiffening rib plates are arranged on the upper chords at the connecting positions in an encrypted mode.
Furthermore, the lifting appliance comprises a lifting top connected with the lifting frame, a lifting main board connected below the lifting top, and lifting side boards connected to two sides of the lifting main board; the suspended ceiling part is formed by horizontally butting and integrally connecting two I-shaped beams, the width of an upper flange plate of the suspended ceiling part is larger than that of a lower flange plate, and the center of the suspended ceiling part is arranged corresponding to the opening of the lifting frame; the hanging main plate comprises a square plate with lower notches, and the lower notches are fixedly connected with the upper chord rods correspondingly; and the hanging and fixing side plate is fixedly connected between the outer side surface of the hanging main plate and the top surface of the upper chord of the main truss.
Furthermore, the truss column comprises four columns which are arranged in a square shape and connecting rods among the columns, and the columns are spliced and connected in the height direction; the junction of the upper and lower adjacent columns is provided with an ear plate, and a sling and a chain block can be detachably connected between the adjacent ear plates.
Further, a construction method for lifting a reinforced structure by using a super-tonnage space truss comprises the following specific steps:
firstly, pouring construction is carried out on a basement raft of a space truss, and embedded parts are embedded at the position, corresponding to an assembling jig frame, of the basement raft to ensure that the subsequent assembling jig frame can be reliably connected with the raft; excavating a core barrel foundation pit corresponding to the truss column, installing and positioning a column embedded foundation bolt in the process of binding the civil construction steel bars, monitoring the position of an embedded part in real time in the process of pouring concrete, and taking measures to correct the deviation in time when the deviation is found;
the space truss is divided into A, B, C, D, E, F, G, H and K nine areas, wherein the K area corresponds to the position of the main truss in the middle, the left side and the right side of the main truss are provided with an E area and a G area, the F area and the H area are positioned on the upper side and the lower side of the K, and the A, B, C area and the D area correspond to four corners of a truss column, so that the spliced lifting unit is spliced in a subarea manner;
hoisting a first section of truss column in A, B, C and D areas, hoisting the first section of column by using an automobile crane after the strength of the foundation bolt bearing platform concrete meets the installation condition, and hoisting the automobile crane at a position close to the core barrel; laying a large roadbed box on a basement raft crawler crane walking line as a raft reinforcing measure to protect the raft on the crawler crane walking line so as to ensure the lifting safety;
thirdly, hoisting the column body of the truss column through a crawler crane in sequence, and correspondingly installing a frame beam, a buckling support and a steel stair; pouring concrete for each section of the column;
step four, arranging a jig frame, arranging the jig frame at a position corresponding to the assembling area of the lifting unit, welding and fixing the jig frame and the raft embedded parts, bending reinforcing steel bars at the bracket positions of the hanging columns, and simultaneously making room for assembling space trusses, wherein a crane traveling route is installed when the crane exits;
step five, after the arrangement of the jig frame is finished, assembling the ring-type trusses and the main trusses of the lifting units in the E area and the G area; the main truss and the ring truss are both made into simple lateral reinforcement measures, and the reinforcement measures are made of profile steel; then, mounting the E-area connecting beam and the G-area connecting beam, and mounting the H-area ring type truss;
sixthly, mounting the truss columns on the upper layers of the E area and the G area until the truss columns reach the designed elevation, then pouring concrete, and performing subsequent concrete pouring after the upper part is subjected to caulking welding;
step seven, mounting the H-site connecting beam, and arranging a temporary support column below the connecting beam; after the truss columns are installed, installing an overhanging truss by using a crawler crane, and installing the overhanging truss in a bulk mode; the overhanging truss is a horizontal truss connected between the truss column and the ring truss;
step eight, installing the lifting frame by using a truck crane to match with a crawler crane; installing and adjusting the upper self-locking reinforcing device after the lifting support is installed; after the crawler crane exits the installation range, assembling a main truss and a ring-type truss in the F area, and performing lateral temporary reinforcement on the truss; mounting primary and secondary connecting beams in the F area, and correcting and welding; installing lifting point hoisting equipment and corresponding hoists of each lifting area, adjusting the verticality of the sling, and checking the safety and reliability of equipment measures of each lifting point;
step nine, carrying out trial lifting of a hydraulic synchronous control system on the mounted lifting units on the raft, and carrying out graded loading on lifting equipment at each lifting point according to the theoretical load of the main structure, wherein the loading is 20%, 40%, 60% and 80% in sequence; under the condition that no abnormity exists in each part, the steel structure can be continuously loaded to 90 percent and 100 percent until the steel structure is completely lifted off the ground; after each grading loading, the structural state of a relevant stress point is checked, the height difference and the downward deflection of the steel structure are tracked and monitored through a total station, so that the leveling is carried out after the steel structure is lifted off the ground, and all monitoring data are completely recorded in the loading process; after the grading loading is finished, suspending after the structure is lifted 100-200 mm away from the assembling jig frame, hovering for 12-24 h for comprehensive inspection, and formally lifting a hydraulic synchronous control system after the structure is qualified;
step ten, lifting for the first time: after the trial lifting is finished, slowly lifting the lifting unit which is installed in the raft area to the level height of the south side of the H area, temporarily fixing the lifting unit in the lateral direction by using H-shaped steel, installing a temporary fixing bracket, embedding and repairing the south side of the H area and a lifting unit rod piece, and performing welding operation;
and (5) second lifting: slowly lifting, hovering after the south side of the H area is 100mm away from the jig frame, checking the structure of the H area, and finely adjusting each lifter to ensure that each lifting load is consistent with a simulation calculation result without abnormal deviation;
and (3) third lifting: the structure is slowly lifted to a position state, fine adjustment is carried out on each position point, the butt joint precision is guaranteed, after the adjustment is finished, the lifting structure is locked by using a locking structure, the subsequent operation safety is guaranteed, and a second safety defense line is provided;
step eleven, performing embedment on the main truss of the lifting unit, and simultaneously performing embedment installation on an embedment steel beam and the like; during the process of embedding and repairing the upper structure, mounting a lower hanging column, hoisting the hanging column by using an automobile crane, and temporarily connecting the hanging column with an upper bracket by using a connecting splint;
step twelve, after the bar pieces of the lifting structure are embedded and supplemented, the locking structure is removed, the lifter is unloaded in five stages, and the lifting equipment and the lifting support are dismantled; after the hanging columns are installed, main steel beams between the hanging columns are embedded and repaired, and the main steel beams are hoisted by using an automobile crane; the embedding sequence is that the height is first and the bottom is later; after the main steel beams are installed, the secondary beams between the main steel beams are embedded and repaired, wherein the embedding and repairing sequence of the secondary beams is that the secondary beams are firstly high and then bottom; meanwhile, the main truss in the K area is horizontally spliced on the ground;
thirteen, using two truck cranes to lift and mount the K-zone main truss, and then carrying out steel beam repair in the K-zone main truss; after the installation of K district main truss is accomplished, by lower floor primary and secondary girder steel between the lower floor of upper strata in proper order the benefit, install the steel column outrigger again: and after the cantilever beam at the position of the steel column is installed, the space truss is installed.
And step eight, arranging a lifting frame above a truss column top and an overhanging coupling beam, arranging an inclined strut below a lifting point for reinforcement, wherein all welding seams are full penetration welding seams, the corresponding hydraulic lifter is of a core penetrating type structure, a steel strand is penetrated in the middle, active anchors are arranged at two ends of the steel strand, and the steel strand is clamped to be lifted upwards by utilizing the reverse motion self-locking property of the wedge-shaped anchor piece.
Different methods are selected according to actual conditions for installing the steel strands, the steel strands on the lower portion of the lifter penetrate into corresponding lifting ground anchors right below the lifter and are locked (the bottoms of the penetrated steel strands are kept flat), and the steel strands remaining on the top of each lifter are led out along the guide frame; the guide frame is arranged beside the lifter, and the guide direction of the guide frame is convenient for installing an oil pipe and a sensor and does not influence the principle that the steel strand freely falls down; the horizontal pole of leading truck top is apart from the total height 3.5m of sky anchor height 1.5 ~ 2m, and skew raiser 0.4m guarantees that the steel strand wires are derived perpendicularly, prolongs the smooth removal of leading truck.
Furthermore, after the assembled space truss is lifted to a position near the design position in the twelfth step, the suspension is suspended, fine adjustment is performed on each suspension point to enable the structure to be accurately lifted to the design position, the lifting equipment is suspended and locked, the air posture of the structure is kept stable and unchanged, and finally the post-installation rod supplementing pieces are welded in a centralized and opposite mode; the unloading process is synchronous grading unloading, which is sequentially 20%, 40%, 60% and 80% and is identical to the lifting working condition, the unloading process is synchronous grading unloading, and the unloading process can continue to be carried out to 100% under the condition that no abnormity exists in each part, namely, the steel strand of the lifter is not stressed any more, the structural load is completely transferred to the steel column, and the structural stress form is converted into the design working condition.
Furthermore, local downward deflection exists in the lifting process, pre-arching is carried out in the assembling stage according to a simulation analysis result, vertical deformation of the structural key control points is analyzed by using SAP2000 software to obtain deformation data, and meanwhile, data are checked according to MIDAS, wherein the arching value of the ring type truss quadrant position of the structural arching value is selected to be 20mm, and the arching value of the main truss midpoint position is selected to be 15 mm.
The invention has the beneficial effects that:
1) the ring-type truss, the main truss and the truss columns in the space truss are partitioned, so that the space truss is beneficial to sub-unit assembly, the outer side of the ring-type truss and the main truss are assembled when the space truss is assembled, and the middle area is lifted after the ring-type truss and the main truss are lifted, so that the installation time can be ensured, and the installation precision can also be ensured;
2) according to the invention, the lifting equipment is firstly installed on the truss column, and then the whole trial lifting and fractional lifting are carried out, so that the installation space of the lifting equipment is met, the synchronous control during lifting is facilitated, and the in-place installation precision is ensured;
3) according to the invention, through pre-arching compensation and in-process monitoring deformation control, the stress uniformity and the installation precision in the lifting process can be effectively ensured, wherein the respective control of the ring-type truss and the main truss is beneficial to targeted monitoring;
4) the integrity of the space truss can be further ensured by measures such as bottom temporary support, embedment, diagonal support reinforcement and the like in the lifting process;
the invention adopts the accumulated installation innovation of rigid-flexible combination of multiple hoisting points, has the characteristics of 'integral outside, integral inside and accumulated lifting', and sets the hoisting points according to the characteristics of the bearing structure and the hoisting structure; after the hydraulic synchronous control system is lifted to the same height in a subsection mode, the hydraulic synchronous control system is assembled in the subsection mode, and finally the hydraulic synchronous control system is lifted to the design height; the construction can be greatly convenient and fast, and the construction can be accurate; additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the instrumentalities particularly pointed out in the specification.
Drawings
FIG. 1 is a perspective view of a super-tonnage space truss;
FIG. 2 is a schematic plan partition view of a super-tonnage space truss;
FIG. 3 is a schematic view of a large tonnage space truss suspension point;
FIG. 4 is a first schematic view of a connection structure of the lifting frame;
FIG. 5 is a second schematic view of the connection structure of the lifting frame;
fig. 6 is a schematic view of a spreader construction;
FIG. 7 is a schematic cross-sectional view of 1-1;
FIG. 8 is a schematic cross-sectional view of 2-2;
FIG. 9 is a schematic view of the distribution of the abutment stands;
FIG. 10 is a first schematic view of a column hoisting connection;
fig. 11 is a schematic diagram of column hoisting connection.
Reference numerals: the system comprises a 1-ring type truss, a 2-main truss, a 3-coupling beam, a 4-truss column, a 5-hoisting point, a 6-hoisting frame, a 7-upper chord, an 8-hoisting tool, an 81-hoisting top, an 82-hoisting main plate, an 83-hoisting fixed side plate, a 9-stiffening rib plate, a 10-hoisting frame opening, an 11-temporary fixed support, a 12-hoisting rope, a 13-inverted chain, a 14-column body and a 15-lug plate.
Detailed Description
Taking a project as an example, 6 floors on a main floor; subsurface 1 (local subsurface 2); mainly comprises a high-rise structure and a corridor structure. The high-rise structure is a steel frame-supporting structure and is in a space truss type; as shown in fig. 1, the space truss includes an annular truss 1, a main truss 2 and truss columns 4, the annular truss 1 includes a planar truss and an arc truss, the space truss further includes a hanging frame, a buckling support and the like, the main cross-section forms include box, H-shaped, round tubes and the like, the main structural materials include Q345GJ, Q345B and the like, and the floor slab mainly adopts a steel bar truss combined floor slab. The length of the corridor is about 200 meters, and the main components adopt box-shaped and H-shaped sections.
As shown in fig. 1 to 11, the super-tonnage space truss lifting and reinforcing structure comprises an external ring truss 1, a main truss 2 connected to the inside of the ring truss 1, a coupling beam 3 connected between the ring truss 1 and the main truss 2, a truss column 4 connected to the joint of the main truss 2 and the ring truss 1, and lifting frames 6 respectively arranged on the main truss 2 and the ring truss 1.
In the embodiment, the main truss 2 is square, the four corners of the square are connected with truss columns 4, the height of each truss column 4 is higher than that of the ring-type truss 1, and a horizontal truss is connected between each truss column 4 and the ring-type truss 1; the lifting frame 6 is bolted to the truss column 4 and to the horizontal truss between the truss column 4 and the ring truss 1 column. As shown in fig. 10 and 11, the truss column 4 includes four columns 14 arranged in a square shape and tie rods between the columns 14, and the columns 14 are connected in a splicing manner in the height direction; ear plates 15 are arranged at the joints of the upper and lower adjacent columns 14, and the sling 12 and the chain block 13 are detachably connected between the adjacent ear plates 15.
As shown in fig. 2, the space truss formed by the ring-type truss 1, the main truss 2 and the coupling beams 3 is divided into nine areas by the horizontal truss, the horizontal truss is distributed in a groined shape, wherein the square in the middle of the groined distribution corresponds to the main truss 2, and the four corner areas of the groined distribution correspond to the ring-type truss 1 with the truss columns 4 and the truss columns 4 correspondingly connected.
As shown in fig. 3, the lifting frame 6 is arranged corresponding to the lifting point 5, the lifting point 5 is arranged at the connection position of the truss column 4 and the main truss 2 and is arranged at intervals in the annular direction of the ring truss 1; and the temporary supports 11 are correspondingly arranged below the lifting points 5 one by one, the temporary supports 11 are door type supports, and the tops of the door type supports are detachably connected below the bottom chords of the ring type trusses 1 or the main trusses 2.
As shown in fig. 6 to 8, the lifting frame 6 is connected to the upper chords 7 of the ring truss 1 and the main truss 2 through the lifting device 8, the lifting device 8 is fixedly connected to the upper chords 7, and the upper chords 7 at the connection are provided with the stiffening rib plates 9 in an encrypted manner. The hanger 8 comprises a suspended ceiling part 81 connected with the lifting frame 6, a suspended main plate 82 connected below the suspended ceiling part 81, and suspended side plates 83 connected to two sides of the suspended main plate 82; the suspended ceiling part 81 is formed by horizontally butting and integrally connecting two I-shaped beams, the width of an upper flange plate of the suspended ceiling part 81 is larger than that of a lower flange plate, and the center of the suspended ceiling part 81 is arranged corresponding to the lifting frame opening 10; the hanging main plate 82 comprises a square plate with lower notches, and the lower notches are fixedly connected with the upper chord 7 correspondingly; the hanging side plate 83 is fixedly connected between the outer side surface of the hanging main plate 82 and the top surface of the upper chord 7 of the main truss 2.
The ring-type truss 1 and the main truss 2 adopt two types of lifting appliances 8, structural formwork analysis is carried out, reaction force values are respectively determined, the maximum stress of an analysis result is 256MPa and is local stress, the lifting appliance 8 is designed to be made of Q345B, and the yield strength is 345 MPa. The hoisting point 5 adopts the form of a lower lifting appliance 8 welded on the upper surface of the upper chord 7 of the main truss 2 ring truss 1 of the lifted steel truss structure, and the welding requirement is equal-strength connecting weld grade: primary welding seams; through trompil on 8 roof positions of hoist under, make steel strand wires and lower part earth anchor be connected, form stable 8 structural style of hoist, and do benefit to later stage ann and tear down work, do not influence the installation of primary structure member to the mouth, the temporary measure quantity is less. The hoisting point 5 at the ring-type truss 1 is arranged at the connecting node of the upper chord of the ring-type truss 1 and the upright column, and reinforcement processing is not needed; and the lower hoisting point 5 arranged at the main truss 2 is not arranged at the upper chord node of the truss, the reinforcing treatment is additionally carried out on the sections B500x500x25 and Q345B of the reinforcing rod pieces, and a vertical pull rod is arranged below the hoisting point 5 and connected with the lower chord node of the truss.
Before the space truss is installed and lifted, firstly, Etabs is adopted to carry out medium-seismic analysis, and the stress ratio of the truss, the stress ratio of a frame column in a frame support angle cylinder, a common steel support and the stress ratio of a floor steel support all meet the performance target of medium-seismic elasticity; most of the yielding constraint support internal forces are smaller than the support yield force, and individually enter plasticity to meet the performance target of the support yield of the earthquake part. Elastic-plastic time-course analysis is carried out on the structure by adopting Perform-3d, and the maximum displacement angle between structural layers meets the requirement of the specification; the whole structure consumes energy well, and the structural plasticity consumes more than 90% of earthquake input energy; the performance of each component meets a predetermined performance target.
Referring to fig. 1 to 11, a construction method for a super-tonnage space truss lifting reinforcement structure is characterized by comprising the following specific steps:
firstly, pouring construction is carried out on a basement raft of a space truss, and embedded parts are embedded at the position, corresponding to an assembling jig frame, of the basement raft to ensure that the subsequent assembling jig frame can be reliably connected with the raft; excavation of a core barrel foundation pit corresponding to the truss column 4 is completed, and in the process of binding the civil engineering reinforcing steel bars, the column 14 embedded foundation bolts are installed and positioned, the position of an embedded part is monitored in real time in the concrete pouring process, and measures are taken to correct the deviation in time.
Arrange the bed-jig on the raft and make level, make things convenient for superstructure to assemble, the bed-jig uses H shaped steel welding to form, mainly has the location bed-jig and connects H shaped steel to form, and the location bed-jig uses H shaped steel welding to form, as the main bearing unit who supports the bed-jig, connects H shaped steel and is used for making stable whole to the fixed of location bed-jig and the control and the guarantee of relative position precision, makes whole bed-jig form.
The space truss is divided into A, B, C, D, E, F, G, H and K nine areas, wherein the K area corresponds to the position of the main truss 2 in the middle, the left side and the right side of the main truss are the E area and the G area, the F area and the H area are positioned on the upper side and the lower side of the K, and the A, B, C area and the D area correspond to four corners of a truss column 4, so that the spliced lifting unit is spliced in a partitioned manner.
Step two, hoisting the first section of truss column 4 in A, B, C and D areas, hoisting the first section of column by using an automobile crane after the strength of the foundation bolt bearing platform concrete meets the installation condition, and hoisting the automobile crane at a position close to the core barrel; and laying a large roadbed box on the basement raft crawler crane walking line as a raft reinforcing measure to protect the raft on the crawler crane walking line so as to ensure the lifting safety.
Step three, hoisting the column body 14 of the truss column 4 through a crawler crane in sequence, and correspondingly installing a frame beam, a buckling support and a steel stair; concrete is poured into each section of the column 14.
And step four, arranging a jig frame, arranging the jig frame at a position corresponding to the assembling area of the lifting unit, welding and fixing the jig frame and the raft embedded parts, bending reinforcing steel bars at the bracket positions of the hanging columns 14, making room for assembling the space truss, and installing a crane traveling route when the crane exits the operation.
Step five, after the arrangement of the jig frame is finished, assembling the ring-type truss 1 and the main truss 2 of the lifting units in the E area and the G area; the main truss 2 and the ring-type truss 1 are both made into simple lateral reinforcement measures, and the reinforcement measures are made of section steel; and then, mounting the E-area connecting beam 3 and the G-area connecting beam 3, and mounting the H-area ring type truss 1.
Sixthly, mounting the truss columns 4 on the upper layers of the E area and the G area until the truss columns 4 are installed to the designed elevation, then pouring concrete, and performing subsequent concrete pouring after the upper portion is subjected to the repair welding;
seventhly, mounting the coupling beam 3 at the H position, and arranging a temporary support column below the coupling beam 3; after the truss columns 4 are installed, installing overhanging trusses by using a crawler crane, and installing the overhanging trusses in a bulk mode; the overhanging truss is a horizontal truss connected between the truss column 4 and the ring truss 1.
Step eight, installing the lifting frame 6 by using a truck crane to match with a crawler crane; installing and adjusting the upper self-locking reinforcing device after the lifting support is installed; after the crawler crane exits the installation range, assembling a main truss 2 in the F area and an annular truss 1, and performing lateral temporary reinforcement on the trusses; mounting a primary connecting beam 3 and a secondary connecting beam 3 in the F area, and correcting and welding; and (3) installing hoisting equipment of the hoisting points 5 of each hoisting area and corresponding hoists 8, adjusting the verticality of the slings 12, and checking the safety and reliability of the equipment measures of each hoisting point.
And step eight, arranging a lifting frame 6 above a truss column 4 column top and an overhanging coupling beam 3, arranging an inclined strut below a lifting point 5 for reinforcement, wherein all welding seams are full penetration welding seams, the corresponding hydraulic lifter is of a core penetrating type structure, a steel strand is penetrated in the middle, active anchors are arranged at two ends of the hydraulic lifter, and the steel strand is clamped to be lifted upwards by utilizing the reverse motion self-locking property of a wedge-shaped anchor sheet.
Different methods are selected according to actual conditions for installing the steel strands, the steel strands on the lower portion of the lifter penetrate into corresponding lifting ground anchors right below the lifter, the bottoms of the penetrated steel strands are kept flat through locking, and the steel strands remaining on the top of each lifter are led out along the guide frame; the guide frame is arranged beside the lifter, and the guide direction of the guide frame is convenient for installing an oil pipe and a sensor and does not influence the principle that the steel strand freely falls down; the horizontal pole of leading truck top is apart from the total height 3.5m of sky anchor height 1.5 ~ 2m, and skew raiser 0.4m guarantees that the steel strand wires are derived perpendicularly, prolongs the smooth removal of leading truck.
The steel strand installation operation process comprises the following steps: cutting the steel strand into a specified length by using a grinding wheel cutting machine or gas cutting, and repairing two ends of the steel strand to be flat, smooth and not loose by using a grinding machine or gas cutting; arranging the dredging plate under the lifter, adjusting the hole position of the dredging plate to align the dredging plate with each anchor hole of the lifter, paying attention to the triangular structure, and temporarily fixing; the heaven anchor, the upper anchor, the middle partition plate, the lower anchor, the safety anchor and the dredging plate hole of the lifter are inspected from top to bottom by using the guide pipe, and 6 holes are aligned.
Marking on the guide plate, wherein an inner ring hole which is usually directed to the outer side along the arrangement direction of the lifter is a No. 1 hole; each steel strand of the lifter needs to penetrate through the steel strand at intervals of left-handed rotation and right-handed rotation; the conduit is passed through the 6 layers from the top to the bottom from the hole No. 1 above the top anchor, and the position is ensured to be correct; then inserting the guide needle into the guide pipe, screwing a 'bullet' on the guide needle thread below the dredging plate, and plugging the steel strand to be threaded into the 'bullet'; and steel strands are taken as main power and sequentially pass through each layer, and the remaining part of the steel strands at the top of the lifter is locked on the top anchor by using a temporary anchor sheet.
After 2 steel strands are threaded, clamping the steel strands in pairs by using a clamping head so as to prevent the steel strands from falling off from the air; generally, a small part of the outer ring is penetrated firstly, then the inner ring is penetrated completely, and then the rest outer ring is penetrated at intervals of left and right rotation; after all the steel strands are threaded, locking the steel strands by using an upper anchor cylinder and a lower anchor cylinder, and locking a top anchor; the guide plate is put down to the upper part of the lower lifting point 5 by a soft rope, the orientation of the guide plate is adjusted, and the direction of the No. 1 marking hole is noticed; if the ends of the bottom ends of the steel strands are uneven after the steel strands are threaded, marking a horizontal line on all the steel strands at a proper position, cutting off the steel strands below the line, and repairing the ends of the steel strands smoothly; and adjusting the position of the ground anchor hole.
1 YT-1 type computer synchronous control system is configured, and for the convenience of lifting control operation and construction operation, the synchronous control system is arranged near the positions of the lifter, the pump source system and the like, so that the synchronous control system is convenient to be connected with the lifter, the pump source system and the like. The periphery of the rain-proof device needs to be well protected from rain, so that the quiet environment is ensured.
A synchronous lifting and unloading in-place control strategy of 'lifting point 5 oil pressure balance, structural posture adjustment, displacement synchronous control and graded unloading in-place' is adopted. And the control system realizes lifting attitude control and load control of the steel structure according to the control strategy and the specific algorithm.
The inspection sensor before lifting comprises a stroke sensor, an anchorage cylinder sensor and an oil pressure sensor. Lightly pull the stroke sensor pull wires of the oil cylinders and the stroke switches of the SM and XM of the anchor cylinder, so that the corresponding signal lamps in the main controller send signals and the numerical values are changed normally. And a static level gauge is adopted to monitor the structural synchronism in the lifting process, and the precision is +/-0.2 mm. And the static level gauges are arranged at the 5 parts of the 24 lower lifting points to monitor the overall lifting synchronism of the steel structure, and compared with the conventional 5-synchronism monitoring method of the upper lifting points, the method effectively eliminates the errors caused by the deformation of the lifting points 5 and the extension of the steel wire rope. And monitoring datA is acquired by A GPRS-A wireless datA acquisition instrument.
Step nine, carrying out trial lifting of a hydraulic synchronous control system on the mounted lifting units on the raft, and carrying out graded loading on the lifting equipment at each lifting point 5 according to the theoretical load of the main structure, wherein the loading is 20%, 40%, 60% and 80% in sequence; under the condition that no abnormity exists in each part, the steel structure can be continuously loaded to 90 percent and 100 percent until the steel structure is completely lifted off the ground; after each grading loading, the structural state of a relevant stress point is checked, the height difference and the downward deflection of the steel structure are tracked and monitored through a total station, so that the leveling is carried out after the steel structure is lifted off the ground, and all monitoring data are completely recorded in the loading process; and after the grading loading is finished, suspending after the structure is lifted 100-200 mm away from the assembling jig frame, hovering for 12-24 h for comprehensive inspection, and formally lifting the hydraulic synchronous control system after the structure is qualified.
And (3) performing overall modeling analysis on the truss structure, considering 3% of horizontal component force of vertical force, performing empirical calculation analysis on the maximum downwarping value of the support structure to be 35mm, the maximum XY deformation to be 37mm and the maximum stress ratio to be 0.749, designing a lifting support by adopting Q345B steel, processing the lifting support into a finished component through a processing plant, and performing field installation.
Lifting frame 6 sets up in the capital and truss top of encorbelmenting, and 5 below lifting point set up the bracing reinforcement, and all welds are full penetration welds, guarantee lifting support preparation installation quality. During installation, a total station instrument is used for accurate installation and positioning, and the installation flatness error of a lifting support beam is not more than 3 mm; aligning the lifting support and the lower lifting appliance 8, ensuring that the installation error is not more than 1.0 degree and the horizontal error is not more than 15mm, and avoiding generating excessive horizontal force; and (5) carrying out 100% flaw detection after the lifting support is installed, and carrying out lifting operation after all the flaw detection is qualified.
And for the lifting process, local downward deflection exists, pre-arching is carried out in the assembling stage according to a simulation analysis result, vertical deformation of a key control point of the structure is analyzed by using SAP2000 software to obtain deformation data, and meanwhile, data is checked according to MIDAS, wherein the arching value of the quadrant point of the ring truss 1 with the arching value of the structure is selected to be 20mm, and the arching value of the midpoint point of the main truss 2 is selected to be 15 mm.
Carrying out finite element simulation through BIM software, and carrying out synchronous tolerance simulation technology based on finite element calculation; aiming at the problems that the control difficulty of synchronous control hydraulic equipment is high, the improvement of absolute synchronism is difficult to guarantee, and a finite element model is adopted to carry out quantitative and qualitative calculation analysis on objective asynchronism. Setting a horizontal boundary condition of a small-rigidity spring constraint simulation lifting structure in the lifting process, simulating the swing of the lifting structure under the action of earthquake load and wind load, and selecting an allowable maximum asynchronism lifting displacement limit value as a safety control value.
By correctly processing the boundary constraint of the finite element model of the integral structure, the finite element analysis can be smoothly carried out, and the horizontal virtual constraint is applied in the structural analysis, so that the problem of calculation non-convergence caused by the horizontal movement of the lifting rigid body in the integral structural analysis is solved, and the integral structural analysis conforms to the real stress state and the configuration in the lifting process.
Based on the lifting structure collision simulation technology under the wind load and earthquake load effect, the stress influence of the lifting structure and the supporting structure is calculated and analyzed aiming at the horizontal tension generated by the lifting structure in the process of earthquake effect and wind load swing, and the collision state of the lifting structure and the lifting frame 6 under the wind load effect is checked and calculated by adopting the working condition near the lifting structure displacement ground. And in the lifting height, the maximum pulling force and the horizontal displacement of the inhaul cable under the action of the earthquake set the minimum relative displacement distance between the lifting structure and the lifting support, so that collision is avoided.
Step ten, lifting for the first time: after the examination is finished by trial lifting, the lifting unit which is finished by installing the raft area is slowly lifted to the parallel and level height of the south side of the H area, the H-shaped steel is used for temporary lateral fixing, the temporary fixing support 11 is installed, the south side of the H area and the lifting unit rod piece are embedded, and welding operation is carried out.
And (5) second lifting: slowly lifting, hovering after the south side of the H area is 100mm away from the jig frame, checking the structure of the H area, and finely adjusting each lifter to ensure that each lifting load is consistent with a simulation calculation result without abnormal deviation.
And (3) third lifting: the structure is slowly lifted to the in-position state, fine adjustment of each in-position point is carried out, the butt joint precision is guaranteed, the lifting structure is locked by the locking structure after adjustment is completed, the subsequent operation safety is guaranteed, and a second safety defense line is provided.
Step eleven, performing embedment on the main truss of the lifting unit, and simultaneously performing embedment installation on an embedment steel beam and the like; the method is carried out in the process of embedding and repairing the upper structure, the lower hanging column is installed, the hanging column is hoisted by using a truck crane, and the hanging column is temporarily connected with the upper bracket by using a connecting clamp plate.
In order to shorten the cantilever truss of the lifting support, the number of the structural splicing joints is reduced, and the lifting safety is increased. The main truss 2 of the lifting unit adopts a small segment embedding mode, and the bracket segment of the lattice column is hoisted in place along with the steel column. After the lifting is in place, connecting the bracket 800mm and the main truss 2 by using a truss embedding unit 800 mm; the mounting sequence of the embedding sections is from top to bottom, namely, the chord member is firstly arranged and then the web member is arranged.
Step twelve, after the bar pieces of the lifting structure are embedded and supplemented, the locking structure is removed, the lifter is unloaded in five stages, and the lifting equipment and the lifting support are dismantled; after the hanging columns are installed, main steel beams between the hanging columns are embedded and repaired, and the main steel beams are hoisted by using an automobile crane; the embedding sequence is that the height is first and the bottom is later; after the main steel beams are installed, the secondary beams between the main steel beams are embedded and repaired, wherein the embedding and repairing sequence of the secondary beams is that the secondary beams are firstly high and then bottom; meanwhile, the main truss 2 in the K area is horizontally spliced on the ground.
After the hoisting is in place, in order to realize the insertion and installation of the lower hanging structure, a self-locking device is arranged at the hoisting position, the hoisting in place steel structure is limited and locked, and the safety guarantee is increased. The self-locking device is made of two steel plate strips with the thickness of 50mm and the width of 500 mm. The self-locking device mainly comprises an upper bearing box-shaped beam, a hanging steel belt of 50mm and double pin shafts. The maximum deformation of 0.3mm and the maximum stress of 280MPa under the action of 300 tons are calculated through model checking. In order to improve the overall rigidity and strength, a reinforcing upright post is arranged below a lifting support of the cantilever truss to reinforce the cantilever structure, and the section of the reinforcing upright post is box-shaped 600x20 and is made of Q345B; meanwhile, the H-shaped steel beam at the arrangement position of the lifting frame 6 is replaced by a box-shaped section.
After the assembled space truss is lifted to the position near the design position, pausing, finely adjusting each lifting point 5 to accurately lift the structure to the design position, pausing and locking the lifting equipment, keeping the air posture of the structure stable and unchanged, and finally installing the post-assembly rod pieces to be intensively welded in an opposite mode; the unloading process is synchronous grading unloading, which is sequentially 20%, 40%, 60% and 80% and is identical to the lifting working condition, the unloading process is synchronous grading unloading, and the unloading process can continue to be carried out to 100% under the condition that no abnormity exists in each part, namely, the steel strand of the lifter is not stressed any more, the structural load is completely transferred to the steel column, and the structural stress form is converted into the design working condition.
For the graded asynchronous unloading BIM simulation construction technology, aiming at the characteristic that the synchronous unloading operability difficulty is high, the steel structure is in an elastic state with a low stress level, the influence of different unloading sequences on the stress and the deformation state of the structure is subjected to simulation calculation in the unloading process, the superposition principle of elastomechanics is proved to be suitable for the removal process of the guy cable after the lifting is completed, and the asynchronous unloading construction technology can be adopted.
Thirteen, using two truck cranes to lift and mount the K-zone main truss 2, and then carrying out K-zone steel beam repair; after the installation of K district main truss 2 is accomplished, by lower floor primary and secondary girder steel between the lower floor of upper strata inlays in proper order, installs the steel column outrigger again: and after the cantilever beam at the position of the steel column is installed, the space truss is installed.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that may be made by those skilled in the art within the technical scope of the present invention will be covered by the scope of the present invention.
Claims (10)
1. A super-tonnage space truss lifting and reinforcing structure is characterized by comprising an external ring-type truss (1), a main truss (2) connected to the inside of the ring-type truss (1), a connecting beam (3) connected between the ring-type truss (1) and the main truss (2), a truss column (4) connected to the joint of the main truss (2) and the ring-type truss (1), and lifting frames (6) respectively arranged on the main truss (2) and the ring-type truss (1);
the main truss (2) is square or rectangular, four corners of the square or rectangular are connected with truss columns (4), the truss columns (4) are higher than the ring-type truss (1), and a horizontal truss is connected between the truss columns and the ring-type truss (1); the lifting frame (6) is detachably connected to the truss column (4) and a horizontal truss between the truss column (4) and the ring truss (1) column.
2. The super-tonnage space truss lifting and reinforcing structure as recited in claim 1, wherein the space truss composed of the ring truss (1), the main truss (2) and the connecting beams (3) is divided into nine areas by the horizontal truss, the horizontal truss is distributed in a groined shape, wherein the square in the middle of the groined distribution corresponds to the main truss (2), and the four corner areas of the groined distribution correspond to the ring truss (1) connected with the truss columns (4) correspondingly.
3. The super-tonnage space truss lifting and reinforcing structure as recited in claim 1, wherein the lifting frame (6) is arranged corresponding to the lifting point (5), the lifting point (5) is arranged at the joint of the truss column (4) and the main truss (2) and arranged in the circumferential direction of the ring truss (1) at intervals; the lower part of the lifting point (5) is also provided with temporary supports (11) in a one-to-one correspondence manner, the temporary supports (11) are door type supports, and the tops of the door type supports are detachably connected to the lower parts of bottom chord members of the ring type truss (1) or the main truss (2).
4. The super-tonnage space truss lifting and reinforcing structure as recited in claim 3, wherein the lifting frame (6) is connected with the upper chords (7) of the ring truss (1) and the main truss (2) respectively through a lifting appliance (8), the lifting appliance (8) is fixedly connected with the upper chords (7), and the upper chords (7) at the connection part are provided with stiffening rib plates (9) in an encrypted manner.
5. The super-tonnage space truss lifting reinforcement structure of claim 4, wherein the lifting appliance (8) comprises a lifting top (81) connected with the lifting frame (6), a lifting main plate (82) connected below the lifting top (81), and lifting side plates (83) connected to two sides of the lifting main plate (82); the hanging top part (81) is formed by horizontally butting and integrally connecting two I-shaped beams, the width of an upper flange plate of the hanging top part (81) is larger than that of a lower flange plate, and the center of the hanging top part (81) is arranged corresponding to the opening (10) of the lifting frame; the hanging main plate (82) comprises a square plate with a lower notch, and the lower notch is fixedly connected with the upper chord (7) correspondingly; and the hanging and fixing side plate (83) is fixedly connected between the outer side surface of the hanging main plate (82) and the top surface of the upper chord (7) of the main truss (2).
6. The super-tonnage space truss lifting and reinforcing structure as recited in claim 1, wherein the truss column (4) comprises four columns (14) arranged in a square shape and a connecting rod between the columns (14), and the columns (14) are connected in a splicing manner in the height direction; ear plates (15) are arranged at the joints of the upper and lower adjacent columns (14), and the suspension ropes (12) and the chain blocks (13) are detachably connected between the adjacent ear plates (15).
7. The construction method of the super-tonnage space truss lifting reinforcement structure according to any one of claims 1 to 6, which is characterized by comprising the following specific steps:
firstly, pouring construction is carried out on a basement raft of a space truss, and embedded parts are embedded at the position, corresponding to an assembling jig frame, of the basement raft to ensure that the subsequent assembling jig frame can be reliably connected with the raft; excavating a core barrel foundation pit corresponding to the truss column (4), installing and positioning embedded foundation bolts of the column body (14) in the binding process of the civil engineering reinforcing steel bars, monitoring the positions of embedded parts in real time in the concrete pouring process, and taking measures to correct the deviation in time when finding out the deviation;
the space truss is divided into A, B, C, D, E, F, G, H and K nine areas, wherein the K area corresponds to the position of the main truss (2) in the middle, the left side and the right side of the main truss are provided with an E area and a G area, the F area and the H area are positioned on the upper side and the lower side of the K, and the A, B, C area and the D area correspond to four corners of a truss column (4), so that the spliced lifting units are spliced in a subarea manner;
step two, hoisting a first section of truss column (4) in A, B, C and D areas, hoisting the first section of column by using an automobile crane after the strength of the concrete of the foundation bolt bearing platform meets the installation condition, and hoisting the automobile crane at a position close to the core barrel; laying a large roadbed box on a basement raft crawler crane walking line as a raft reinforcing measure to protect the raft on the crawler crane walking line so as to ensure the lifting safety;
thirdly, hoisting the column body (14) of the truss column (4) through a crawler crane in sequence, and correspondingly hoisting a frame beam, a buckling support and a steel stair at the same time; concrete pouring is carried out on each section of the column (14);
step four, arranging a jig frame, arranging the jig frame at a position corresponding to the assembling area of the lifting unit, welding and fixing the jig frame and the raft embedded part, bending reinforcing steel bars at the bracket positions of the hanging columns (14) to make room for assembling the space truss, and installing a crane traveling route when the crane exits the operation;
step five, after the arrangement of the jig frame is finished, assembling the ring-type truss (1) and the main truss (2) of the lifting units in the E area and the G area; the main truss (2) and the ring-type truss (1) are both made into simple lateral reinforcement measures, and the reinforcement measures are made of section steel; then, mounting the E-area connecting beam (3) and the G-area connecting beam (3), and mounting the H-area ring-type truss (1);
sixthly, mounting the truss columns (4) on the upper layers of the E area and the G area until the truss columns (4) are designed to be in elevation, pouring concrete, and performing subsequent concrete pouring after the upper portion is subjected to caulking welding;
seventhly, mounting the coupling beam (3) at the position of the H area, and arranging a temporary support column below the coupling beam (3); after the truss columns (4) are installed, installing an overhanging truss by using a crawler crane, wherein the overhanging truss is installed in a bulk mode; the overhanging truss is a horizontal truss connected between the truss column (4) and the ring truss (1);
step eight, installing the lifting frame (6) by using a truck crane to match with a crawler crane; installing and adjusting the upper self-locking reinforcing device after the lifting support is installed; after the crawler crane exits the installation range, assembling a main truss (2) in the F area and a ring-type truss (1), and performing lateral temporary reinforcement on the trusses; mounting a primary connecting beam and a secondary connecting beam (3) in the F area, and correcting and welding; installing hoisting equipment of hoisting points (5) of each hoisting area and corresponding hoists (8), adjusting the verticality of the slings (12), and checking the safety and reliability of equipment measures of each hoisting point;
step nine, trial lifting of a hydraulic synchronous control system is carried out on the lifting units on the installed raft, and the lifting equipment at each lifting point (5) is loaded in stages according to the theoretical load of the main structure, wherein the loading is 20%, 40%, 60% and 80% in sequence; under the condition that no abnormity exists in each part, the steel structure can be continuously loaded to 90 percent and 100 percent until the steel structure is completely lifted off the ground; after each grading loading, the structural state of a relevant stress point is checked, the height difference and the downward deflection of the steel structure are tracked and monitored through a total station, so that the leveling is carried out after the steel structure is lifted off the ground, and all monitoring data are completely recorded in the loading process; after the grading loading is finished, suspending after the structure is lifted 100-200 mm away from the assembling jig frame, hovering for 12-24 h for comprehensive inspection, and formally lifting a hydraulic synchronous control system after the structure is qualified;
step ten, lifting for the first time: after the trial lifting is finished, slowly lifting the lifting unit which is installed in the raft area to the level height of the south side of the H area, temporarily fixing the lifting unit in the lateral direction by using H-shaped steel, installing a temporary fixing bracket (11), embedding and repairing the south side of the H area and a lifting unit rod piece, and performing welding operation;
and (5) second lifting: slowly lifting, hovering after the south side of the H area is 100mm away from the jig frame, checking the structure of the H area, and finely adjusting each lifter to ensure that each lifting load is consistent with a simulation calculation result without abnormal deviation;
and (3) third lifting: the structure is slowly lifted to a position state, fine adjustment is carried out on each position point, the butt joint precision is guaranteed, after the adjustment is finished, the lifting structure is locked by using a locking structure, the subsequent operation safety is guaranteed, and a second safety defense line is provided;
step eleven, performing embedment on the main truss of the lifting unit, and simultaneously performing embedment installation on an embedment steel beam and the like; during the process of embedding and repairing the upper structure, mounting a lower hanging column, hoisting the hanging column by using an automobile crane, and temporarily connecting the hanging column with an upper bracket by using a connecting splint;
step twelve, after the bar pieces of the lifting structure are embedded and supplemented, the locking structure is removed, the lifter is unloaded in five stages, and the lifting equipment and the lifting support are dismantled; after the hanging columns are installed, main steel beams between the hanging columns are embedded and repaired, and the main steel beams are hoisted by using an automobile crane; the embedding sequence is that the height is first and the bottom is later; after the main steel beams are installed, the secondary beams between the main steel beams are embedded and repaired, wherein the embedding and repairing sequence of the secondary beams is that the secondary beams are firstly high and then bottom; meanwhile, the main truss (2) in the K area is horizontally spliced on the ground;
thirteen, using two truck cranes to lift and mount the K-zone main truss (2), and then embedding and repairing the K-zone steel beam; after K district main truss (2) installation is accomplished, by lower floor primary and secondary girder steel between the lower floor of upper strata inlays in proper order, installs the steel column outrigger again: and after the cantilever beam at the position of the steel column is installed, the space truss is installed.
8. The construction method of the super-tonnage space truss lifting reinforcement structure as recited in claim 7, characterized in that, for step eight, the lifting frame (6) is arranged above the truss column (4) top and the overhanging coupling beam (3), the bracing reinforcement is arranged below the lifting point (5), all the welding lines are full penetration welding lines, the corresponding hydraulic lifter is a core-through structure, a steel strand is penetrated in the middle, the two ends are provided with active anchors, and the steel strand is clamped to lift upwards by utilizing the reverse motion self-locking property of the wedge-shaped anchor sheet;
different methods are selected according to actual conditions for installing the steel strands, the steel strands on the lower portion of the lifter penetrate into corresponding lifting ground anchors right below the lifter and are locked (the bottoms of the penetrated steel strands are kept flat), and the steel strands remaining on the top of each lifter are led out along the guide frame; the guide frame is arranged beside the lifter, and the guide direction of the guide frame is convenient for installing an oil pipe and a sensor and does not influence the principle that the steel strand freely falls down; the horizontal pole of leading truck top is apart from the total height 3.5m of sky anchor height 1.5 ~ 2m, and skew raiser 0.4m guarantees that the steel strand wires are derived perpendicularly, prolongs the smooth removal of leading truck.
9. The construction method for the lifting and reinforcing structure of the ultra-large tonnage space truss, as recited in claim 7, characterized in that, in the twelfth step, after the assembled space truss is lifted to the vicinity of the design position, the construction is suspended, each lifting point (5) is finely adjusted to accurately lift the structure to the design position, the lifting equipment is suspended and locked, the air posture of the structure is kept stable and unchanged, and finally the post-installation rod supplementing members are welded in a centralized and opposite manner; the unloading process is synchronous grading unloading, which is sequentially 20%, 40%, 60% and 80% and is identical to the lifting working condition, the unloading process is synchronous grading unloading, and the unloading process can continue to be carried out to 100% under the condition that no abnormity exists in each part, namely, the steel strand of the lifter is not stressed any more, the structural load is completely transferred to the steel column, and the structural stress form is converted into the design working condition.
10. The construction method of the super-tonnage space truss lifting reinforcement structure as recited in claim 7, characterized in that local downward deflection exists in the lifting process, pre-arching is performed in the assembling stage according to the simulation analysis result, SAP2000 software is used to analyze vertical deformation of key control points of the structure to obtain deformation data, and meanwhile data are checked according to MIDAS, wherein the arching value of the ring truss (1) with the arching value of the structure is selected to be 20mm at the quadrant point position and 15mm at the midpoint position of the main truss (2).
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