CN109707092B - Large-span radiation type suspended dome roof construction method - Google Patents
Large-span radiation type suspended dome roof construction method Download PDFInfo
- Publication number
- CN109707092B CN109707092B CN201811365810.1A CN201811365810A CN109707092B CN 109707092 B CN109707092 B CN 109707092B CN 201811365810 A CN201811365810 A CN 201811365810A CN 109707092 B CN109707092 B CN 109707092B
- Authority
- CN
- China
- Prior art keywords
- roof
- construction
- combined
- construction process
- radial
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 160
- 230000005855 radiation Effects 0.000 title claims abstract description 16
- 238000000034 method Methods 0.000 claims abstract description 126
- 230000008569 process Effects 0.000 claims abstract description 88
- 238000005192 partition Methods 0.000 claims abstract description 63
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 230000002093 peripheral effect Effects 0.000 claims description 7
- 229910001335 Galvanized steel Inorganic materials 0.000 claims description 4
- 239000008397 galvanized steel Substances 0.000 claims description 4
- 238000006073 displacement reaction Methods 0.000 description 43
- 238000010586 diagram Methods 0.000 description 25
- 230000008859 change Effects 0.000 description 19
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 description 4
- 229910052782 aluminium Inorganic materials 0.000 description 4
- 230000000052 comparative effect Effects 0.000 description 4
- 239000010410 layer Substances 0.000 description 4
- 239000002356 single layer Substances 0.000 description 4
- 230000006835 compression Effects 0.000 description 3
- 238000007906 compression Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000003365 glass fiber Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 229920000742 Cotton Polymers 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- FJMNNXLGOUYVHO-UHFFFAOYSA-N aluminum zinc Chemical compound [Al].[Zn] FJMNNXLGOUYVHO-UHFFFAOYSA-N 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004745 nonwoven fabric Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 238000000638 solvent extraction Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Images
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
- Roof Covering Using Slabs Or Stiff Sheets (AREA)
Abstract
The invention discloses a construction method of a large-span radiation type suspended dome roof, which comprises the following steps: s1: the roof is divided into a plurality of sector partitions by a plurality of straight lines passing through the geometric center of the roof outline; s2: taking every two symmetrical fan-shaped partitions in the step S1 as a combination, and numbering all the combinations sequentially to obtain i combined partitions of M1-i; s3: and (3) symmetrically paving the roof panel in each combined subarea along the symmetrical center of the combined subareas by n construction processes, wherein when the construction process of the Mi-th combined subarea is n, the construction process of the Mi + 1-th combined subarea is n-1, and when one combined subarea finishes all the construction processes, the construction of the next combined subarea is carried out according to the numbering sequence.
Description
Technical Field
The invention relates to a construction method of a large-span radiation type suspended dome roof.
Background
The typical string-supported dome structure system comprises an upper single-layer latticed shell, lower vertical stay bars, radial pull rods or pull cables and annular pull cables, wherein the upper ends of the annular stay bars are hinged to the corresponding annular nodes of the single-layer latticed shell, the lower ends of the stay bars are connected with the next annular node of the single-layer latticed shell through the radial pull cables, the lower ends of the stay bars of the same ring are connected together through the annular pull cables, the whole structure forms a complete system, and the force transmission path of the structure is very clear.
In the roof panel construction process of the suspended dome structure, the pavement load, the additional load of hoisting construction, the live load generated by equipment and personnel construction and the like need to be considered besides the constant load of a roof panel. In the construction process, the phenomenon of inconsistent deformation, such as local inverted arch and overlarge depression, inevitably occurs at each connecting node of the suspended dome roof. The displacement difference value of each circle of nodes in construction laterally reflects the inverted arch and depression degree of the upper reticulated shell, if the difference value is larger, the inverted arch and depression degree are more obvious, otherwise, the inverted arch and depression degree are weaker.
Disclosure of Invention
The invention provides a construction method of a large-span radiation type suspended dome roof, which aims to provide a scientific and reasonable construction method through the research on the construction sequence of a dome roof panel, reduce local inverted arch or local depression generated in the construction process of the suspended dome roof and reduce the damage to a suspended dome structure in the construction process.
A construction method of a large-span radiation type suspended dome roof is characterized by comprising the following steps:
s1: the roof is divided into a plurality of sector partitions by a plurality of straight lines passing through the geometric center of the roof outline;
s2: taking every two symmetrical fan-shaped partitions in the step S1 as a combination, and numbering all the combinations sequentially to obtain i combined partitions of M1-i, wherein i is a natural number;
s3: each combined subarea is symmetrically paved with roof panels along the symmetrical center of the combined subarea by n construction processes, n is a natural number and is more than or equal to 1,
when the Mi combination subarea construction procedure is n, the Mi +1 combination subarea construction procedure is n-1, and when one combination subarea completes all the construction procedures, the construction of the next combination subarea is carried out according to the serial number sequence; that is, after the 1 st construction process of the M1 combination partition is completed, the 2 nd construction process of the M1 combination partition and the 1 st construction process of the M2 combination partition are simultaneously carried out, after the processes are completed, the 3 rd construction process of the M1 combination partition, the 2 nd construction process of the M2 combination partition and the 1 st construction process of the M3 combination partition are carried out, after all n construction processes are completed by the M1 combination partition, the construction of the M2 combination partition is completed according to the number sequence, and by analogy, the n construction processes of all i combination partitions are sequentially completed.
The invention can be improved as follows:
according to the construction method of the large-span radiation type suspended dome roof, at least one combined subarea is arranged between two combined subareas of Mi-1 and Mi which are numbered adjacently in the step S2. i is 8 and n is 3.
The invention relates to a construction method of a large-span radiation type suspended dome roof, wherein a roof support system of the suspended dome roof comprises a peripheral V-shaped support of a roof outline and a plurality of Y-shaped column supports positioned on the inner side of the peripheral V-shaped support, and the Y-shaped column supports are distributed annularly.
The invention relates to a construction method of a large-span radiation type suspended dome roof, which is characterized in that the suspended dome roof is a circular dome roof and comprises a space structure formed by connecting radial rods, annular rods, radial cables, annular cables and support rods, and the geometric center of the roof outline is an intersection point of the radial rods of the suspended dome roof on an extension line.
The invention relates to a construction method of a large-span radiation type suspended dome roof, which is characterized in that a roof panel is an independent roof panel unit, the bottom layer of the roof panel unit is a perforated aluminum-zinc-plated steel plate, and the perforated aluminum-zinc-plated steel plate is connected with a steel member of a suspended dome structure through bolts; and a plurality of roof panel units are jointly spliced by steel members of the roof panel units to form the roof of the suspended dome.
The invention has the following advantages:
1. the construction method of the large-span radiation type suspended dome roof provided by the invention can enable the displacement change of the upper latticed shell node to be smoother in the construction process of the structure, the formed inverted arch and depression degree effect is weakest, the structure stress is more reasonable, and the safety guarantee is provided for the construction.
2. By adopting the construction method of the large-span radiation type suspended dome roof, the cable force change of the suspended dome is less influenced by the constant load and the live load, and the building structure system has high stability in the construction process.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a structural architecture diagram of a large-span radial suspended dome embodying the present invention;
FIG. 2 is a schematic view of the positions of selected nodes on the suspended dome roof according to an embodiment of the present invention;
FIG. 3 is a schematic view of a roof panel structure used in the suspended dome roof of the present invention;
FIG. 4 is a schematic view of a segment of a suspended dome roof according to an embodiment of the present invention;
fig. 5 is a diagram of maximum displacement (vertically upward) of the circumferential nodes of the 5 th circle, the 7 th circle and the 8 th circle of the suspended dome roof in different steps of the construction process according to the first embodiment of the present invention;
fig. 6 is a diagram of minimum displacement (vertically downward) of the circumferential nodes of the 5 th circle, the 7 th circle and the 8 th circle of the suspended dome roof selected in the first embodiment of the invention in different steps of the construction process;
FIG. 7 is a cable force variation diagram of the innermost radial cable of the cable-strut system at the middle and lower part in different steps 1-5 of the construction process according to the first embodiment of the present invention;
FIG. 8 is a cable force variation diagram of the innermost radial cable of the middle and lower cable-strut system in different steps 6-10 of the construction process according to the first embodiment of the present invention;
FIG. 9 is a cable force variation diagram of the middle-loop radial cable of the middle-lower cable-strut system in different steps 1-5 of the construction process according to the first embodiment of the present invention;
FIG. 10 is a cable force variation diagram of the middle-loop radial cable of the middle-lower cable-strut system in different steps 6 to 10 of the construction process according to the first embodiment of the present invention;
FIG. 11 is a cable force variation diagram of the outermost radial cable of the middle and lower cable-strut system in different steps 1-5 of the construction process according to the first embodiment of the present invention;
FIG. 12 is a cable force variation diagram of the innermost radial cable of the cable-strut system at the middle and lower part in different steps 6-10 of the construction process according to the first embodiment of the present invention;
FIG. 13 is a schematic view of a section of a suspended dome roof according to a second embodiment of the present invention;
fig. 14 is a diagram of maximum displacement (vertically upward) of the circumferential nodes of the 5 th circle, the 7 th circle and the 8 th circle of the suspended dome roof in different steps of the construction process according to the second embodiment of the invention;
fig. 15 is a diagram of minimum displacement (vertically downward) of the circumferential nodes of the 5 th circle, the 7 th circle and the 8 th circle of the suspended dome roof selected in the second embodiment of the invention in different steps of the construction process;
FIG. 16 is a cable force variation diagram of the innermost radial cable of the cable-strut system at the middle and lower part in different steps 1-5 of the construction process according to the second embodiment of the present invention;
FIG. 17 is a cable force variation diagram of the innermost radial cable of the lower cable-strut system in different steps 6-10 of the construction process according to the second embodiment of the present invention;
FIG. 18 is a cable force variation diagram of the middle-loop radial cable of the middle-lower cable-strut system in different steps 1-5 of the construction process according to the second embodiment of the present invention;
FIG. 19 is a cable force variation diagram of the middle-loop radial cable of the middle-lower cable-strut system in different steps 6-10 of the construction process according to the second embodiment of the present invention;
FIG. 20 is a cable force variation diagram of the outermost radial cable of the lower and middle cable-strut system in different steps 1-5 of the construction process according to the second embodiment of the present invention;
FIG. 21 is a cable force variation diagram of the outermost radial cable of the lower cable-strut system in the second embodiment of the present invention at different steps 6-10 of the construction process;
FIG. 22 is a sectional view of a suspended dome roof according to a third embodiment of the present invention;
fig. 23 is a diagram showing maximum displacement (vertically upward) of the hoop joints of the 5 th, 7 th and 8 th rings of the suspended dome roof in the third comparative example of the present invention in different steps of the construction process;
fig. 24 is a diagram showing minimum displacement (vertically downward) of the circumferential nodes of the 5 th, 7 th and 8 th circles of the suspended dome roof in the third comparative example of the present invention in different steps of the construction process;
FIG. 25 is a graph showing the variation of the cable force of the innermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 1 to 5 of the construction process;
FIG. 26 is a cable force variation diagram of the innermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 6-10 of the construction process;
FIG. 27 is a graph showing the change of the cable force of the innermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 11 to 15 of the construction process;
FIG. 28 is a graph showing the change of the cable force of the innermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 16 to 18 of the construction process;
FIG. 29 is a cable force variation diagram of the middle-loop radial cable of the cable-rod system at the middle-lower part of the third embodiment in different steps 1-5 of the construction process according to the comparative example of the present invention;
FIG. 30 is a graph showing the change of cable force of the middle-loop radial cable of the cable-strut system at the middle-lower part in the third embodiment of the present invention in different steps 6 to 10 of the construction process;
FIG. 31 is a diagram showing the change of cable force of the middle-loop radial cable of the cable-rod system at the middle-lower part in the third embodiment of the present invention in different steps 11 to 15 of the construction process;
FIG. 32 is a diagram showing the change of cable force of the middle-loop radial cable of the cable-rod system at the middle-lower part in the third embodiment of the present invention in different steps 16 to 18 of the construction process;
FIG. 33 is a graph showing the change of the cable force of the outermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 1 to 5 of the construction process;
FIG. 34 is a graph showing the change of the cable force of the outermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 6 to 10 of the construction process;
FIG. 35 is a graph showing the change of the cable force of the outermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 11 to 15 of the construction process;
FIG. 36 is a graph showing the change of the cable force of the outermost radial cable of the lower cable-strut system in the third embodiment of the present invention in different steps 16 to 18 of the construction process;
description of reference numerals:
100-radial rods; 200-ring-shaped rods; 300-radial cables; 400-annular cable; 500-a strut; supporting at 600-V; 700-Y type column support; 50-5 th ring of circumferential rods; 1-1 to 1-16-5 th ring of circumferential nodes; 70-7 th ring of circumferential rods; the 7 th ring of the 2-1 to 2-16-ring of the node; 80-8 th ring of circumferential rods; 3-1 to 3-16-8 th ring of circumferential nodes; 801-perforated aluminum-zinc plated steel plate; 802-main steel structure; 803-main purlin; 804-decorating the aluminum plate; 805-decorative aluminum keel; in fig. 2, the circumferential nodes on the circumferential rods of 5 th, 7 th and 8 th circles are numbered along the counterclockwise direction, and the reference numerals of the partial circumferential nodes are omitted and not shown.
Detailed Description
Example one
A large-span radiation type suspended dome roof structure system is shown in figure 1, and comprises a peripheral V-shaped support 600 of a roof outline and eight Y-shaped column supports 700 located on the inner side of the peripheral V-shaped support 600, wherein the eight Y-shaped column supports 700 are uniformly distributed in an annular shape. The suspended dome roof is a circular dome roof and comprises a space structure formed by connecting radial rods 100, annular rods 200, radial cables 300, annular cables 400 and support rods 500, and the geometric center of the roof profile is the intersection point of the radial rods 100 of the suspended dome roof on the extension line.
Fig. 3 is a layered structure diagram of a roof panel used in the suspended dome roof, which is an independent roof panel unit, the bottom layer of the roof panel unit is a perforated aluminum-zinc-plated steel plate 801, and the perforated aluminum-zinc-plated steel plate is connected with a steel member of the suspended dome structure through bolts; the steel members of the roof panel units can be jointly spliced to form the complete suspended dome roof. The roof panel unit comprises an upper decorative aluminum plate 804, a decorative aluminum plate keel 805, a lower perforated galvanized steel plate 801, a main steel structure 802, a middle glass fiber sound-absorbing cotton, sound-absorbing non-woven fabrics, a main purline 803, a galvanized steel wire mesh, a glass fiber heat-insulating layer, a steel structure layer, a connecting and supporting structure and the like.
The roof panel construction method of the large-span radiation type suspended dome roof structure system comprises the following steps:
s1: the roof is divided into a plurality of sector partitions by a plurality of straight lines passing through the geometric center of the roof outline;
s2: taking every two symmetrical sectorial partitions in step S1 as a combination, and numbering all combinations sequentially to obtain M1～iI is a natural number equal to 8;
s3: each combined subarea is symmetrically paved with roof panels along the symmetrical center of the combined subarea by n construction processes, n is a natural number, n is 3,
when M isiWhen the combined partition construction process is n, the Mthi+1The construction process of the combined subareas is n-1, and the construction of the next combined subarea is carried out according to the serial number sequence when one combined subarea completes all the construction processes; that is to say, completion M1After the 1 st construction process of the combined subareas, M is carried out simultaneously1 Construction procedure 2 of Combined partition and M2The 1 st construction procedure of the combined subarea, and M is carried out after the procedures are completed1Construction No. 3 of Combined partitioning, M2Construction Process 2 of Combined partition, M3Construction procedure 1 of Combined Zones, M1After all n construction procedures are completed in the combined subarea, M is completed according to the numbering sequence2And (4) constructing the combined subareas by analogy, and sequentially finishing n construction processes of all the i combined subareas.
As a preferred embodiment, the adjacent M numbers in step S2i-1And MiAt least one combined partition is spaced between two of the combined partitions. The specific subareas and the combined subarea numbers are shown in fig. 2, 8 combined subareas are provided in total, three combined subareas spaced by the combined subarea 1 along the counterclockwise direction are combined subareas 2, two combined subareas spaced by the combined subarea 2 along the clockwise direction are combined subareas 3, one combined subarea spaced by the combined subarea 3 along the clockwise direction is combined subarea 4, three combined subareas spaced by the combined subarea 4 along the counterclockwise direction are combined subareas 5, one combined subarea spaced by the combined subarea 5 along the counterclockwise direction is combined subarea 6, and two combined subareas spaced by the combined subarea 6 along the clockwise direction are combined subareas 7The combined partition 7 is divided into three combined partitions 8 in the clockwise direction or the counterclockwise direction.
During construction, constant load applied by construction equipment, roof panels and the like and live load applied by constructors and equipment during construction of the suspended dome roof are simultaneously constructed at symmetrical positions of the dome roof, the construction process comprises the following steps of 1, paving the roof panels symmetrically along the symmetrical center of a combined partition 1, constructing the first construction process, constructing the second construction process, constructing the first construction process of the combined partition 1 and the second construction process of the combined partition 2, constructing the combined partition 1, the third construction process, the fourth construction process of the combined partition 1, the fourth construction process of the combined partition 2 and the fourth construction process of the combined partition 3 simultaneously, finishing all the construction processes of the combined partition 1, constructing the third construction process of the combined partition 2, the fourth construction process of the combined partition 3 and the fourth construction process of the combined partition 4, by analogy, 10 construction process steps are needed for sequentially completing the construction processes of all the combined subareas.
And performing simulation on the construction steps by adopting Ansys general finite element analysis software, and analyzing the displacement change of the nodes of the lower chord branch dome roof and the cable force change of the radial cables in different construction process steps. In ANSYS, a beam189 unit is adopted for a latticed shell on the upper part of a suspended dome, and the beam189 is a secondary (3-node) 3-D beam element. BEAM189 has 6 to 7 degrees of freedom per node, the specific number of degrees of freedom depending on KEYOPT (1). When KEYOPT (1) is 0 (default), each node has 6 degrees of freedom. I.e., translation and rotation in and about the x, y, and z directions. When KEYOPT (1) is 1, the 7 th degree of freedom (warpage) is added. The element can be well applied to the conditions of linearity, large rotation angle and nonlinear large strain. The link8 unit for V support and Y-type column support and the link8 unit are rod units that can be applied to various engineering practices. The unit can be applied to trusses, plumb lines, rods, springs, etc. The three-dimensional rod unit can only bear tension and compression of a single shaft, and each node of the unit has three degrees of freedom: displacement in the x, y, and z directions. No bending of the unit is allowed in the pin-type structure. Plasticity, creep, expansion, stress hardening, large deformations are all allowed. The inhaul cables of the radial cables and the circumferential cables adopt link10 units for the tension-only units, the creels also adopt link10 units for the compression-only units, and the unique dual linear rigidity matrix characteristic of the link10 units enables the tension-only or compression-only rod units to be axially formed. With the tension only option, if the unit is stressed, the stiffness disappears, thereby simulating cable slack or chain slack. In reality, the stay cable is also in the stress state. The cable elements are prestressed by applying an initial strain.
In the Ansys model, the material properties are shown in the following table
Table 1: material properties
Considering the node structure at the joint of the top reticulated shell and the stay cables, an increasing coefficient of 1.1 is introduced in the density calculation of steel members, V supports, Y-shaped column supports and the stay cables. Density of 7.85X 103×1.1＝8.635×103 (kg/m3). In the process of arranging the roof panels, the load of each combined subarea is divided into three types according to the steps of construction procedures, and the loads are respectively constant loads (0.2 kN/m) according to the sequence2) Live load (0.5 kN/m)2) Constant load kN/m2) Live load (0.5 kN/m)2) Constant load (0.6 kN/m)2) Live load (0.0 kN/m)2) The method is used for simulating the load of the suspended dome roof. The steel members are rigidly connected, the stay cable is hinged with the steel members, and the V-shaped support, the Y-shaped column support or the stay bar is hinged with the steel members.
The specific data are shown in the following table 2:
table 2-1: external load condition (kN/m) of each combined subarea in different construction process steps2)
Tables 2-2 below:
as shown in figure 2, the nodes on the 5 th, 7 th and 8 th annular rods of the suspended dome roof from inside to outside are selected for displacement analysis, the 5 th annular node 1-16 is selected on the 5 th annular rod 50 in the counterclockwise direction, the 7 th annular node 2-1-2-16 is selected on the 7 th annular rod 70 in the counterclockwise direction, and the 8 th annular node 3-1-3-16 is selected on the 8 th annular rod 80 in the counterclockwise direction.
The circumferential node displacement obtained in each construction process step is calculated and shown in Table 3 below
Table 3-1: node displacement (mm) under different construction process steps
Tables 3-2
| 2-1 | 30.7 | 5.8 | 4.2 | -16.4 | -30.4 | -15.1 | -4.1 | -15.3 | -14.2 | -5.1 | -9.5 |
| 2-2 | 33.0 | 19.3 | 23.8 | 2.2 | -9.1 | 1.3 | 9.8 | -12.4 | -17.2 | -5.4 | -7.7 |
| 2-3 | 46.8 | 46.2 | 43.7 | 38.2 | 42.7 | 18.1 | 12.6 | -0.8 | -4.7 | 7.8 | 5.6 |
| 2-4 | 38.9 | 43.9 | 18.0 | 13.8 | 31.4 | 2.6 | -14.2 | -6.1 | -3.8 | -3.1 | -3.1 |
| 2-5 | 10.9 | 16.6 | -6.7 | -6.8 | 5.9 | -0.2 | -32.4 | -33.2 | -29.6 | -36.3 | -31.1 |
| 2-6 | 4.8 | 13.9 | 3.1 | 3.5 | 11.0 | 6.4 | -24.8 | -27.7 | -39.2 | -49.1 | -37.9 |
| 2-7 | 23.9 | 23.6 | 22.5 | 27.4 | 2.2 | -3.4 | 2.4 | 4.0 | -20.1 | -29.9 | -18.2 |
| 2-8 | 54.0 | 28.2 | 25.3 | 31.0 | -0.1 | -0.5 | 16.8 | 15.9 | 11.8 | 12.1 | 12.4 |
| 2-9 | 58.9 | 34.6 | 32.0 | 12.0 | -0.8 | 13.7 | 22.4 | 11.7 | 13.2 | 22.3 | 17.8 |
| 2-10 | 58.3 | 44.5 | 48.9 | 26.0 | 15.3 | 26.0 | 33.7 | 11.6 | 7.6 | 19.6 | 17.1 |
| 2-11 | 40.7 | 39.5 | 37.5 | 30.8 | 35.4 | 11.6 | 6.0 | -7.5 | -10.9 | 1.7 | -0.6 |
| 2-12 | 12.8 | 17.3 | -7.9 | -13.2 | 4.7 | -23.4 | -40.4 | -32.5 | -29.4 | -28.9 | -28.9 |
| 2-13 | 11.6 | 17.3 | -6.2 | -7.7 | 6.9 | 1.2 | -33.1 | -33.9 | -28.8 | -35.7 | -30.6 |
| 2-14 | 20.5 | 29.1 | 20.1 | 21.5 | 25.7 | 22.4 | -5.5 | -8.3 | -22.0 | -32.5 | -20.5 |
| 2-15 | 43.4 | 42.6 | 42.8 | 48.3 | 21.0 | 16.1 | 23.9 | 25.7 | 0.1 | -10.6 | 2.1 |
| 2-16 | 54.2 | 26.6 | 24.5 | 31.1 | -3.0 | -2.8 | 17.2 | 16.6 | 11.6 | 11.4 | 12.2 |
| 3-1 | 21.7 | 6.9 | 5.0 | -5.9 | -13.5 | -5.3 | 0.0 | -5.2 | -4.7 | -0.7 | -2.6 |
| 3-2 | 21.4 | 15.5 | 17.4 | 3.9 | -2.2 | 3.6 | 7.4 | -7.3 | -10.7 | -3.5 | -4.5 |
| 3-3 | 27.4 | 27.0 | 26.2 | 23.9 | 26.0 | 11.1 | 7.5 | -0.3 | -2.9 | 4.3 | 3.2 |
| 3-4 | 22.1 | 24.6 | 8.7 | 6.0 | 16.0 | -0.5 | -9.4 | -3.6 | -2.3 | -2.5 | -2.4 |
| 3-5 | 9.0 | 11.6 | -2.6 | -3.5 | 3.8 | 0.9 | -17.4 | -18.7 | -15.6 | -18.8 | -16.3 |
| 3-6 | 7.0 | 11.2 | 6.1 | 6.1 | 9.7 | 7.6 | -10.5 | -13.0 | -20.0 | -25.6 | -18.9 |
| 3-7 | 16.8 | 17.6 | 16.9 | 19.0 | 4.6 | 1.0 | 4.3 | 5.0 | -10.2 | -16.0 | -8.7 |
| 3-8 | 33.0 | 17.8 | 15.7 | 19.6 | 1.7 | 0.6 | 10.0 | 9.5 | 7.9 | 8.2 | 8.2 |
| 3-9 | 34.7 | 20.3 | 18.0 | 7.5 | 0.7 | 8.6 | 12.5 | 7.9 | 8.6 | 12.7 | 10.7 |
| 3-10 | 33.6 | 27.7 | 29.7 | 16.4 | 10.9 | 16.6 | 20.0 | 6.4 | 3.7 | 10.6 | 9.5 |
| 3-11 | 24.6 | 23.8 | 23.2 | 20.2 | 22.3 | 7.7 | 4.2 | -3.8 | -6.2 | 1.1 | -0.1 |
| 3-12 | 9.5 | 11.6 | -4.2 | -7.6 | 2.5 | -14.0 | -23.3 | -17.6 | -16.1 | -16.3 | -16.1 |
| 3-13 | 8.8 | 11.4 | -3.2 | -5.1 | 3.5 | 0.7 | -18.7 | -20.1 | -15.8 | -18.8 | -16.7 |
| 3-14 | 13.3 | 17.6 | 13.6 | 14.2 | 16.2 | 14.7 | -1.7 | -4.0 | -12.3 | -18.0 | -11.0 |
| 3-15 | 25.4 | 26.0 | 26.1 | 28.5 | 13.4 | 10.2 | 14.4 | 15.2 | -0.5 | -6.7 | 1.0 |
| 3-16 | 32.2 | 15.9 | 13.8 | 18.4 | -1.0 | -2.1 | 8.6 | 8.1 | 6.1 | 6.3 | 6.5 |
Under different construction process steps, the node vertical displacement of the same annular rod of the 5 th, 7 th and 8 th circles is shown in the figures 5 and 6. The vertical displacement maximum value of the same ring is vertical upward displacement, the displacement value in table 3 is a positive value, the vertical displacement minimum value of the same ring is vertical downward displacement, and the displacement value in table 3 is a negative value. Under each construction process step, the maximum value of the vertical displacement difference of the 5 th ring-direction node is 47.9mm (step 4), the maximum value of the vertical displacement difference of the 7 th ring-direction node is 67.4mm (step 4), and the maximum value of the vertical displacement difference of the 8 th ring-direction node is 38.2mm (step 4).
In addition, under each construction process step, four radial cables 1-4 in the radial symmetry direction of the innermost circle, four radial cables 2-1-2-4 in the radial symmetry direction of the middle circle and four radial cables 3-1-3-4 in the radial symmetry direction of the outermost circle are taken, and the radial cable force values under each construction process step are calculated and shown in the following table 4,
table 4: radial cable force value (kN) under different construction process steps
The change values of the radial cable force of each circle in different construction process steps relative to the cable force in step 0 are shown in fig. 7-12, the maximum value of the change difference of the radial cable force of the innermost circle is 20kN (step 4), the maximum value of the change difference of the radial cable force of the middle circle is 78kN (step 4), and the maximum value of the change difference of the radial cable force of the outermost circle is 74kN (step 4).
Example two
The difference between the embodiment and the embodiment is that the combination subarea has different numbering sequences, that is, the construction positions in each step of the construction process are different.
In this embodiment, the numbering sequence of each combined partition is as shown in fig. 13, and there are 8 combined partitions in total, and the combined partitions are numbered sequentially in the counterclockwise direction. And similarly, the construction is divided into two groups for sequential construction, and the construction procedure steps and the selected annular nodes and radial cables are the same as those in the first embodiment.
And calculating the cable force changes of the annular nodes and the radial cables in different construction process steps, wherein the maximum displacement and the minimum displacement of the 5 th, 7 th and 8 th circles of annular nodes are shown in figures 14 and 15, and the cable force changes of the radial cables in the innermost circle, the middle circle and the outermost circle in the construction process steps 1-10 relative to the initial state step 0 are shown in figures 16-21.
Under each construction process step, the maximum difference of the displacement of the 5 th circle of ring-direction node is 83.3mm (step 3), the maximum difference of the vertical displacement of the 7 th circle of ring-direction node is 103.4mm (step 3), and the maximum difference of the vertical displacement of the 8 th circle of ring-direction node is 56.4mm (step 3).
The maximum value of the variation difference of the radial cable force of the innermost circle is 21kN (step 2), the maximum value of the variation difference of the radial cable force of the middle circle is 112kN (step 3), and the maximum value of the variation difference of the radial cable force of the outermost circle is 74kN (step 2).
Example three:
the present embodiment is a comparative example between the first embodiment and the second embodiment, and is different from the first embodiment or the second embodiment in that no combined partition is provided, all the divided sectorial partitions are numbered in the counterclockwise direction, 16 partitions are provided in total, as shown in fig. 22, the construction processes of the selected annular nodes of the suspended domes, the radial cables, and the partitions are the same as those of the first embodiment or the second embodiment, and the present embodiment provides 18 construction process steps in total.
The displacement of each circumferential node in different construction process steps is shown in Table 5
Table 5-1: different steps of construction process each ring direction node displacement (mm)
TABLE 5-2
The construction process comprises the following steps: the maximum value of the vertical displacement difference of the 5 th ring to the node is 156.8mm (step 8), the maximum value of the vertical displacement difference of the 7 th ring to the node is 142.3mm (step 8), and the maximum value of the vertical displacement difference of the 8 th ring to the node is 73.0mm (step 8).
The maximum displacement (vertically upward) and the minimum displacement (vertically downward) of the 5 th, 7 th and 8 th ring-direction nodes under different construction process steps are shown in fig. 23 and 24.
Calculating the cable force values of the radial cables at the innermost ring, the middle ring and the outermost ring under each construction procedure step as shown in the following table 6:
table 6-1: radial cable force values (kN) in different steps of construction process
TABLE 6-2
The radial cable force values of the innermost ring, the middle ring and the outermost ring in the steps 1 to 16 are shown in the graph 25 to 36 relative to the cable force change value in the initial state step 0.
The maximum value of the variation difference of the radial cable force of the innermost circle is 95kN (step 6), the maximum value of the variation difference of the radial cable force of the middle circle is 161kN (step 7), and the maximum value of the variation difference of the radial cable force of the outermost circle is 280kN (step 10).
The difference of the displacement of the loop-direction node of the 5 th, 7 th and 8 th comparison circles of the first, second and third comparison examples is shown in the following table 7;
table 7: maximum value of displacement difference of same-ring nodes in different construction process steps of each embodiment
| |
|
8 th turn | |
| Example one | 47.9 | 67.4 | 38.2 |
| Example two | 83.3 | 103.4 | 56.4 |
| EXAMPLE III | 156.8 | 142.3 | 73.0 |
Compared with the first embodiment and the second embodiment, the roof panel arrangement is relatively symmetrical by adopting the construction method of the first embodiment, the roof panel arrangement symmetry in the second embodiment is slightly poor, and as a result, the annular node displacement change of the same ring in the second embodiment is more severe. Compared with the first embodiment or the second embodiment, the third embodiment has poorer symmetry of the arrangement of the roof panels, a single peak is easy to appear on a vertical displacement difference diagram, a local depression is generated, the vertical deformation of the upper latticed shell of the third embodiment is more inconsistent, the vertical displacement difference of the upper latticed shell is greatly increased by the asymmetrical arrangement of the roof panels, and sometimes the difference value is even twice as large as that of the symmetrically arranged working conditions. The first embodiment shows that the effect of the inverted arch and the sinking degree of the upper single-layer latticed shell structure in the construction process is the weakest, and the construction effect is more excellent. Therefore, the panels of the suspended dome roof are preferably arranged by adopting the symmetry principle.
The conditions of the maximum and minimum vertical displacements of the same-ring annular nodes in different construction process steps of each embodiment are shown in the following table 8;
table 8: the maximum value and the minimum value (mm) of the vertical displacement of the same-ring annular node in different construction procedure steps of each embodiment
As can be seen from table 8, the maximum vertical displacement value of the third embodiment is much larger than that of the first embodiment, and the local inversion and sinking phenomenon formed by the suspended dome roof structure is more serious under certain construction process steps of the third embodiment.
The maximum value of the variation difference of the radial cable force of the same ring in the steps of different construction procedures of each embodiment is shown in the following table 9;
table 9: the maximum value (kN) of the variation difference of the radial cable force of the same ring under different construction process steps of each embodiment
| Innermost ring | Middle ring | Outermost ring | |
| Example one | 20 | 78 | 74 |
| Example two | 21 | 112 | 74 |
| EXAMPLE III | 95 | 161 | 280 |
As can be seen from the above table, in the third embodiment, the maximum value of the variation difference of the radial cable force of the same ring is far greater than that of the first embodiment and the second embodiment, and the suspended dome roof structure has a phenomenon of local inverted arch and depression formed under certain construction process steps, so that the cable connected with the suspended dome roof structure has a larger cable force variation.
The above-mentioned embodiments of the present invention do not limit the scope of the present invention, and the embodiments of the present invention are not limited thereto. It will be understood that various other modifications, substitutions and alterations can be made in the above-described arrangements without departing from the basic technical spirit of the invention, as would be understood by those skilled in the art from the above description of the invention.
Claims (5)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811365810.1A CN109707092B (en) | 2018-11-16 | 2018-11-16 | Large-span radiation type suspended dome roof construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811365810.1A CN109707092B (en) | 2018-11-16 | 2018-11-16 | Large-span radiation type suspended dome roof construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109707092A CN109707092A (en) | 2019-05-03 |
| CN109707092B true CN109707092B (en) | 2021-02-09 |
Family
ID=66254922
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811365810.1A Active CN109707092B (en) | 2018-11-16 | 2018-11-16 | Large-span radiation type suspended dome roof construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109707092B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258802B (en) * | 2019-05-31 | 2020-08-11 | 东南大学 | A super-span spoke type chord-supported dome structure based on flying swallow truss arch |
| CN110685408A (en) * | 2019-09-10 | 2020-01-14 | 南通四建集团有限公司 | Construction method and structure of sector and triangular metal roof panel based on BIM |
| CN112647633A (en) * | 2020-08-11 | 2021-04-13 | 陕西建工机械施工集团有限公司 | Circular anti-torsion steel structure support frame system |
| CN112482577B (en) * | 2020-11-18 | 2022-03-15 | 陕西建工集团股份有限公司 | Large-span space chord supporting wheel spoke type truss structure system and construction method |
| CN113553740B (en) * | 2021-03-02 | 2024-07-09 | 广东省建筑设计研究院有限公司 | Spoke type double-layer cable net prestress optimization method based on improved PGSA |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2878643B2 (en) * | 1996-06-12 | 1999-04-05 | 株式会社巴コーポレーション | Spherical mesh skeleton structure |
| JP4126474B2 (en) * | 1999-03-30 | 2008-07-30 | 株式会社石井鐵工所 | Concrete dome roof |
| CA2610739A1 (en) * | 2005-06-21 | 2006-12-28 | Arpad Kolozsvary-Kiss | Roof arches without bending moments |
| CN104631684B (en) * | 2014-12-26 | 2017-06-27 | 江苏沪宁钢机股份有限公司 | Single-layer lattice shell steel house plane system and its assemble method based on concrete construction |
| CN104975670B (en) * | 2015-06-25 | 2017-03-15 | 天津大学建筑设计研究院 | A kind of not contour elliptic plane combined type cable dome structure in border |
| CN106930538A (en) * | 2017-03-14 | 2017-07-07 | 东南大学 | The construction method that a kind of radial monolayer cable net is integrally lifted, progressively anchored in batches |
| CN108442598A (en) * | 2018-04-12 | 2018-08-24 | 青岛博海建设集团有限公司 | Rack and steel truss light composite board Combined roof construction |
-
2018
- 2018-11-16 CN CN201811365810.1A patent/CN109707092B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN109707092A (en) | 2019-05-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109707092B (en) | Large-span radiation type suspended dome roof construction method | |
| Asadi et al. | Diagrid: An innovative, sustainable, and efficient structural system | |
| CN104975670B (en) | A kind of not contour elliptic plane combined type cable dome structure in border | |
| JPH03241128A (en) | Arch dome reinforced with tension material and its construction method | |
| CN113107131A (en) | Inner ring intersected external cantilever large-span arc-shaped variable-cross-section box type steel beam structure and forming method | |
| CN114525877A (en) | Stadium combined roof based on large-cantilever inclined triangular truss and construction method | |
| JP2008115567A (en) | Seismic-control reinforcing method for building, and building with seismic-control reinforcing structure | |
| JP6565434B2 (en) | Steel structure | |
| Kang et al. | Shaking table tests of a full‐scale 10‐story reinforced‐concrete building (2015). Phase II: Seismic resisting system | |
| JP5541499B2 (en) | Building structure | |
| JP5590373B2 (en) | Dome structure | |
| CN113445755B (en) | Tension forming construction method suitable for rhombic grid cable net | |
| WO2024060627A1 (en) | Concrete framework structure made of composite connecting assemblies and construction method | |
| KR101375486B1 (en) | Connecting assembly for precast concrete column and beam | |
| JP2009057736A (en) | Method of constructing extension building | |
| JP3281962B2 (en) | Construction method of large space truss | |
| JP2011047136A (en) | Three-dimensional suspended beam structure | |
| CN112746673B (en) | A long-span chord structure | |
| JPH07259187A (en) | Hyper string dome | |
| JP2004169420A (en) | Building structure | |
| CN204112493U (en) | The reinforced steel bar perforation reinforced structure of section steel beam and steel column node | |
| JPS61215825A (en) | Anti-seismic supporting device | |
| CN114412144B (en) | Assembled arch building construction device | |
| Hamid et al. | Progressive Collapse of a Single Layer Schwedler Dome | |
| US20230349156A1 (en) | Retrofitting method for a beam with an opening |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |