CN103015715B - Construction method of double roof boards of nuclear power station casing - Google Patents
Construction method of double roof boards of nuclear power station casing Download PDFInfo
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- CN103015715B CN103015715B CN201210465645.3A CN201210465645A CN103015715B CN 103015715 B CN103015715 B CN 103015715B CN 201210465645 A CN201210465645 A CN 201210465645A CN 103015715 B CN103015715 B CN 103015715B
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Abstract
The invention relates to a construction method of double roof boards of a nuclear power station casing, and belongs to the technical field of nuclear power station engineering. The method comprises the steps of building brick rings for containing round steel supports at the roof of an inner plant according to longitudinal and transverse distances, arranging the round steel supports in the brick rings and filling sand in the brick rings to solid and position the round steel supports, inserting prefabricated cylindrical rod supports, casting concrete prefabricated slabs at the construction field, ensuring that upper ends of central rods extending out of upper surfaces of the prefabricated slabs and upper ends of left and right round steel are fixedly connected, removing the brick rings and the sand, fixing a dismantle-free steel bottom die between adjacent prefabricated slabs and then performing primary and secondary concrete layer casting, finally removing connecting pieces, drawing out the left and right round steel, and completely casting combined positions between edges and vertical walls, so as to ensure that the thickness of a casing reaches a preset thickness of triple concrete layer. The method is not limited by narrow space length, can be conveniently carried out, and does not need hoisting equipment, such as a crane and the like, so that the method is practicable.
Description
Technical field
The present invention relates to a kind of construction method, especially the two roof panel construction method of nuclear power station shell, belongs to Nuclear Power Plant Project technical field.
Background technology
For improving EPR(atomic reactor of new generation (Evolutionary Power Reactors)) nuclear power station resists and outer invades ability, need to increase the thick anti-aircraft shock steel concrete shell mechanism of one deck 1.8m outside the nuclear island containing safe factory building, fuel factory building.According to design specifications, require that only there is 300mm in the gap between the outer roof panel that this two factory building (being referred to as interior factory building) interior roof panel and the thick shell of 1.8m are formed, after having constructed, must guarantee between this space without any residuals.
The construction of the outer roof panel of 1.8m shell is completed at crawl space like this, the technical barrier faced is: 1) spacing only 300mm between two roof panel, conventional floors support and bed die is used to lay the construction cannot carrying out support system between plate, according to choker block mode, then can there is the result that choker block material cannot take out, the requirement of design specifications cannot be reached; 2) according to prefabrication and lifting mode, judge by prefabricated units size, large-scale crane lifting must be adopted to construct, and on-site actual situations cannot provide large-scale Standing position of a crane point.
Summary of the invention
The object of the invention is to: for above-mentioned construction difficult problem, propose the two roof panel construction method of a kind of practicable nuclear power station shell.
In order to reach above object, the two roof panel construction method of nuclear power station shell of the present invention comprises the following steps:
The first step, with predetermined space after the outer vertical wall of constructing concrete shell of interior factory building, assemble the brick circle of accommodation Rod Bracing to the height equaling predetermined space on interior factory building top with predetermined vertical and horizontal distance, described Rod Bracing is made up of the preset space length left and right round steel extended upward from base plate;
Second step, to be placed in brick circle by Rod Bracing, then to fill up sand compacting location, Shamian Island covers backing plate (veneer), and fixes the pre-buried angle steel of band root muscle that base extends outwardly in precast plate two bottom side position, corresponding I-shaped cross-section;
3rd step, prefabricated cylindrical rod is assigned to support, described cylindrical rod supports by the vertical center bar be fixed on anchor plate, the wing plate extended laterally respectively by center bar both sides, is connected in the outer peripheral sleeve pipe of wing plate and forms, after assigning, anchor plate is supported on described backing plate, and two sleeve pipes are enclosed within the round steel of left and right respectively;
After the I-shaped cross-section precast plate template that 4th step, longitudinally arrangement containing cylindrical rod support, precast plate described in poured in place concrete;
5th step, by connector and securing member, the center bar upper end and round steel upper end, left and right of stretching out precast plate upper surface to be connected mutually, after precast plate solidification, to remove brick circle and also remove sand;
6th step, between the pre-buried angle steel of adjacent described precast plate or vertical fixing the be connected free removal steel bed die concordant with described backing plate between the walls of described precast plate and shell, and build the layer of concrete filling and leading up the adjacent I-shaped bottom of described precast plate, after-pouring fill and lead up the second coagulation soil layer at the adjacent I-shaped middle part of described precast plate;
7th step, after once all solidifying with second coagulation soil layer, remove connector, extract left and right round steel out, and cut the upper end of center bar, build edge comprehensively and be combined with vertical wall, cover described prefabricated component and make shell reach three layer of concrete of predetermined thickness.
Above method by the restriction of narrow space length, can not implemented easily, without the need to lifting appliances such as cranes, therefore practical.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention is further illustrated.
Fig. 1 is one of schematic diagram of the embodiment of the present invention one implementation step.
Fig. 2 is the cylindrical rod braced structures schematic diagram of the embodiment of the present invention one.
Fig. 3 is the schematic diagram two of the implementation step of the embodiment of the present invention one.
Fig. 4 is the schematic diagram three of the implementation step of the embodiment of the present invention one.
Fig. 5 is the schematic diagram four of the implementation step of the embodiment of the present invention one.
Fig. 6 is the schematic diagram five of the implementation step of the embodiment of the present invention one.
Detailed description of the invention
Embodiment one
The EPR nuclear power APC(Airplane crash flying object of the present embodiment clashes into) the two roof panel construction method of shell is see Fig. 1 to Fig. 7, and concrete steps are as follows:
The first step, with the vertical wall of predetermined space 300 millimeters at the outer constructing concrete shell of interior factory building, afterwards as shown in Figure 1, assemble the brick circle 3 of accommodation Rod Bracing 2 to the height equaling predetermined space 300 millimeters on interior factory building top 1 with predetermined vertical and horizontal distance, Rod Bracing 2 is made up of the preset space length left and right round steel extended upward from base plate 4;
Second step, to be placed in brick circle 3 by Rod Bracing 2, then to fill up sand compacting location, Shamian Island covers the backing plate 5 that veneer is made, and fixes the pre-buried angle steel 8 of the band root muscle 7 that base extends outwardly in corresponding I-shaped cross-section precast plate 6 liang of bottom side positions;
3rd step, prefabricated cylindrical rod is assigned to support, as shown in Figure 2, cylindrical rod supports by the vertical center bar 9-2 be fixed on rectangle anchor plate 9-1, the wing plate 9-3 extended laterally respectively by center bar 9-2 both sides, is connected in the outer peripheral sleeve pipe 9-4 of wing plate and forms, wing plate 9-3 sleeve pipe 9-4 bottom is concordant with the soffit of anchor plate 9-1, after assigning, anchor plate 9-1 is supported on backing plate 5, and two sleeve pipe 9-4 are enclosed within the round steel of left and right respectively;
After I-shaped cross-section precast plate 6 template that 4th step, longitudinally arrangement containing cylindrical rod support, poured in place concrete precast plate 6(is see Fig. 3), sleeve pipe 9-4 is positioned at outside the vertical gusset both sides of precast plate 6, and passes the upper and lower horizontal gusset of precast plate 6;
5th step, center bar 9-2 and round steel upper end, left and right are all shaped with screw thread, there is the card adapter plate 16 of corresponding center bar 9-2 and the perforation of left and right round steel respectively as connector, and by the locking nut of securing member, the center bar 9-2 upper end and round steel upper end, left and right of stretching out precast plate upper surface are connected mutually, after precast plate solidification, remove brick circle and remove sand (see Fig. 4);
6th step, as shown in Figure 4, between the pre-buried angle steel 8 of the contiguous prefabricated plate 6 of mid portion and marginal portion precast plate 6 and the vertical (not shown) between the walls of shell be welded and fixed be connected tool some reinforcing ribs 13 concordant with backing plate 5 have free removal steel bed die 14, and build the layer of concrete filling and leading up horizontal gusset upper surface 12 under the contiguous prefabricated I-shaped bottom of plate 6, after-pouring fill and lead up the second coagulation soil layer 11 of the supreme horizontal gusset soffit of the vertical gusset in the I-shaped middle part of contiguous prefabricated plate;
7th step, as shown in Figure 5,6, after once all solidifying with second coagulation soil layer, remove the card adapter plate 16 as connector, extract left and right round steel out, and cut the upper end of center bar 9-2, build edge comprehensively and be combined with vertical wall, cover described prefabricated component and make shell reach three layer of concrete 15 of predetermined thickness.
Facts have proved, the two roof panel construction method of the present embodiment EPR nuclear power APC shell has following remarkable advantage:
1, the prefabricated of precast plate directly carries out on interior roof panel, efficiently solves prefabricated and needed for lifting place problem, simultaneously without the need to hoisting process, avoids large-scale component and lift this excessive risk, high investment operation;
2, in precast plate precast process, only 300mm gap between two roof panel, fills out sand and makees precast plate bed die and make backing material can clear up smoothly, remove, meet project organization requirement;
3, temporary supporting system and round steel bar support system are detachable system, after ensure that construction completes, contactless between two roofing, without stressed transmission, meet project organization requirement.
Claims (4)
1. the two roof panel construction method of nuclear power station shell, is characterized in that comprising the following steps:
The first step, with predetermined space after the outer vertical wall of constructing concrete shell of interior factory building, assemble the brick circle of accommodation Rod Bracing to the height equaling predetermined space on interior factory building top with predetermined vertical and horizontal distance, described Rod Bracing is made up of the preset space length left and right round steel extended upward from base plate;
Second step, to be placed in brick circle by Rod Bracing, then to fill up sand compacting location, Shamian Island covers backing plate, and fixes the pre-buried angle steel of band root muscle that base extends outwardly in precast plate two bottom side position, corresponding I-shaped cross-section;
3rd step, prefabricated cylindrical rod is assigned to support, described cylindrical rod supports by the vertical center bar be fixed on anchor plate, the wing plate extended laterally respectively by center bar both sides, is connected in the outer peripheral sleeve pipe of wing plate and forms, after assigning, anchor plate is supported on described backing plate, and two sleeve pipes are enclosed within the round steel of left and right respectively;
After the I-shaped cross-section precast plate template that 4th step, longitudinally arrangement containing cylindrical rod support, precast plate described in poured in place concrete;
5th step, by connector and securing member, the center bar upper end and round steel upper end, left and right of stretching out precast plate upper surface to be connected mutually, after precast plate solidification, to remove brick circle and also remove sand;
6th step, between the pre-buried angle steel of adjacent described precast plate or vertical fixing the be connected free removal steel bed die concordant with described backing plate between the walls of described precast plate and shell, and build the layer of concrete filling and leading up the adjacent I-shaped bottom of described precast plate, after-pouring fill and lead up the second coagulation soil layer at the adjacent I-shaped middle part of described precast plate;
7th step, after once all solidifying with second coagulation soil layer, remove connector, extract left and right round steel out, and cut the upper end of center bar, build edge comprehensively and be combined with vertical wall, cover described prefabricated component and make shell reach three layer of concrete of predetermined thickness.
2. the two roof panel construction method of nuclear power station shell according to claim 1, it is characterized in that: in the 3rd step, described wing plate is concordant with the bottom of sleeve pipe and the soffit of anchor plate.
3. the two roof panel construction method of nuclear power station shell according to claim 2, is characterized in that: in the 4th step, sleeve pipe is positioned at outside the vertical gusset both sides of I-shaped cross-section precast plate, and pass the upper and lower horizontal gusset of described precast plate.
4. the two roof panel construction method of nuclear power station shell according to claim 3, it is characterized in that: in the 5th step, described center bar and round steel upper end, left and right are all shaped with screw thread, there is the card adapter plate of corresponding center bar and the perforation of left and right round steel respectively as connector, and by the locking nut of securing member, the center bar upper end and round steel upper end, left and right of stretching out precast plate upper surface are connected mutually.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210465645.3A CN103015715B (en) | 2012-11-19 | 2012-11-19 | Construction method of double roof boards of nuclear power station casing |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201210465645.3A CN103015715B (en) | 2012-11-19 | 2012-11-19 | Construction method of double roof boards of nuclear power station casing |
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| CN103015715A CN103015715A (en) | 2013-04-03 |
| CN103015715B true CN103015715B (en) | 2015-02-18 |
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| CN201210465645.3A Active CN103015715B (en) | 2012-11-19 | 2012-11-19 | Construction method of double roof boards of nuclear power station casing |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104060830B (en) * | 2014-06-13 | 2015-05-06 | 长江勘测规划设计研究有限责任公司 | Method for lifting and transporting large parts of underground nuclear power station |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101220657A (en) * | 2007-10-12 | 2008-07-16 | 浙江八达建设集团有限公司 | Large, middle span width roof hollow thermal insulation, heat insulation structure and construction method thereof |
| CN102191838A (en) * | 2011-01-31 | 2011-09-21 | 云南巨和建设集团有限公司 | Installation construction process of honeycomb sound and heat insulation composite board serving as metal roof filling layer |
| CN102493670A (en) * | 2011-11-28 | 2012-06-13 | 中国核工业二三建设有限公司 | Cooling method for construction in dome on nuclear island barrel |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007232420A (en) * | 2006-02-28 | 2007-09-13 | Hitachi Ltd | Nuclear reactor containment |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101220657A (en) * | 2007-10-12 | 2008-07-16 | 浙江八达建设集团有限公司 | Large, middle span width roof hollow thermal insulation, heat insulation structure and construction method thereof |
| CN102191838A (en) * | 2011-01-31 | 2011-09-21 | 云南巨和建设集团有限公司 | Installation construction process of honeycomb sound and heat insulation composite board serving as metal roof filling layer |
| CN102493670A (en) * | 2011-11-28 | 2012-06-13 | 中国核工业二三建设有限公司 | Cooling method for construction in dome on nuclear island barrel |
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