CN104631655A - Anti-seismic wall for 500kV transformer substation main control building and construction method - Google Patents
Anti-seismic wall for 500kV transformer substation main control building and construction method Download PDFInfo
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- CN104631655A CN104631655A CN201510045180.XA CN201510045180A CN104631655A CN 104631655 A CN104631655 A CN 104631655A CN 201510045180 A CN201510045180 A CN 201510045180A CN 104631655 A CN104631655 A CN 104631655A
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Abstract
The invention provides an anti-seismic wall for a 500kV transformer substation main control building and a construction method. A masonry wall body is adopted as a wall body, a plurality of constructional columns and tie pieces are arranged on the wall body, the constructional columns are corrugated columns alternating with one another in a concave-convex mode, the constructional columns are meshed with and in pulling connection with the wall body, the tie pieces are fixedly connected with the wall body, one end of each tie piece is located in the wall body, the other ends of the tie pieces are pulling connecting ends and are exposed out of the wall body, and pressing neck ring beams are fixedly connected to the end face of the top of the wall body. The construction method comprises the steps that firstly, corrugated pouring space alternating with one another in a concave-convex mode is reserved according to the shape of the constructional columns; then, a prefabricated cavity is formed by two opposite auxiliary clamping plates and the wall body; finally, enough concrete is poured in the prefabricated cavity. The wall body has the high anti-seismic property, the pulling connecting ends, exposed out of the wall body, of the tie pieces enable the wall body and vertical columns of the main control building to be in pulling connection and fixed conveniently, the overall anti-seismic property of the main control building is greatly increased, and the outstanding advantages of being simple in structure, easy to operate, high in construction efficiency and the like are achieved.
Description
Technical field
The present invention relates to a kind of construction wall, especially relate to a kind of Anti-seismic body of wall for 500kV transformer station master control building and construction method thereof.
Background technology
The most important building place of human attendance and monitoring in master control Lou Shi transformer station of transformer station, operation, building storey is many, building area is large, and function room is various, build floor height higher than common building floor height, is one of the work items that in transformer substation construction, most critical is also consuming time.In current 500kV Substation Design and associated construction technological standards, if master control building-owner wherein adopts reinforced concrete frame structure and masonry structure, this master control building is generally applicable to area, interior ground and builds.
In recent years, along with power construction and economic development need, progressively ehv power transmission engineering is also built in western remote districts.Because many places from far-off regions, western part are in High aititude, high earthquake intensity area, earthquake is very strong to the destructive power of building, therefore, at High aititude, when 500kV transformer station is built in high earthquake intensity area, the main truss structure in its master control building, body of wall, the anti-seismic performance of the building components such as roofing itself directly determines anti-seismic performance and the safety in utilization in whole master control building, if still adopt the master control building structure and construction technology that are generally applicable to area, interior ground, obviously the building integral anti-seismic performance requirement in master control building can not be met, especially the body of wall in master control building, the building components such as roofing, it also may cause secondary disaster in earthquake.And, when 500kV transformer station master control building is built in High aititude, high earthquake intensity area, by the restriction of local transit condition and natural environment, mainly poor, the local manpower of road passage capability, building material scarcity and high altitude anoxia, therefore, much large-scale construction machinery equipment cannot transport job site to and carry out operation, building component end item utility ratio and plant equipment utilization rate all very low, engineering construction progress is slower; , construct under hypoxic plateau environment, the labour intensity of site operation personnel is very large, and operating efficiency is also very low meanwhile; In addition, high altitude localities natural environment is severe, and wind-force is powerful, and day and night temperature is large, and the roof waterproof in master control building, poor thermal insulation property, also can have influence on the normal operation of the normal use in master control building and the electric fixtures of inside, master control building.
Summary of the invention
The technical problem to be solved in the present invention is: for prior art Problems existing, there is provided that a kind of structure is simple, the Anti-seismic body of wall for 500kV transformer station master control building that easy construction, cost are low and construction method thereof, strengthen anti-seismic performance and the safety in utilization in master control building.
The technical problem to be solved in the present invention realizes by the following technical solutions: a kind of Anti-seismic body of wall for 500kV transformer station master control building, described body of wall is masonry wall, body of wall arranges some constructional columns and lacing wire, described constructional column is concavo-convex alternate corrugated cylinder, and be mutually engaged with body of wall and socket, described lacing wire and body of wall consolidation, its one end is positioned at body of wall inside, the other end is for socketing end and exposing to body of wall, and at body of wall top, end face is fixedly connected with the collar tie beam that bears down on one.
Preferably, described constructional column internal fixtion connecting structure post keel shoe, described constructional column keel shoe to be connected on some girders by some Fixing shrink rings and to be fixedly connected with girder.
Preferably, described constructional column keel shoe is all steel product, and retainer ring is wherein fixed with Main Girder Welding respectively.
Preferably, described lacing wire arranges some, and arranges along the layering of body of wall short transverse.
Preferably, socket a lacing wire at place body of wall same and arrange two, the overbending direction of its free end is contrary.
Preferably, the free end bending of the lacing wire of body of wall inside is positioned in hook-shaped.
Preferably, described collar tie beam inside of bearing down on one is fixedly connected with the collar tie beam keel shoe that bears down on one, described in the collar tie beam keel shoe that bears down on one to be connected on some girders by some Fixing shrink rings and to be fixedly connected with girder.
Preferably, the described collar tie beam keel shoe that bears down on one is all steel product, and retainer ring is wherein fixed with Main Girder Welding respectively.
Preferably, the wall body of described body of wall arranges employing 1: 2 cement mortar and mixes the damp-proof course that 5% waterproof agent makes.
The construction method of Anti-seismic body of wall as above, described body of wall is constructed in process in construction, first, reserves concavo-convex alternate corrugated casting space according to the shape of constructional column; Then, adopt relative thirty years of age two blocks of additional lock plates to clamp constructed body of wall, form the prefabricated hollow identical with constructional column shape; Finally, concreting in described prefabricated hollow, after concrete setting is shaping, removes auxiliary clamping plate.
Compared with prior art, the invention has the beneficial effects as follows: to be mutually engaged with body of wall by constructional column and to socket, and consolidation lacing wire is fixedly connected with at body of wall top end face the collar tie beam that bears down on one in body of wall, end, make this body structure of body of wall simple, compact, there is very high anti-seismic performance, and body of wall operation is easy, efficiency of construction is high, be conducive to speeding up the work and saving construction cost, the lacing wire exposing to body of wall sockets end, and to facilitate the column in body of wall and master control building to socket fixing, thus enhance the anti-seismic performance of master control building entirety.
Accompanying drawing explanation
Fig. 1 is the main truss upright post flat mapping in High aititude, highlight lines earthquake region 500kV transformer station full assembling master control building.
Fig. 2 is the partial enlarged drawing at A place in Fig. 1.
Fig. 3 is in the main truss in High aititude, highlight lines earthquake region 500kV transformer station full assembling master control building, is positioned at the floor slab structure assembling drawing of same floor height.
Fig. 4 is the installation joint structure schematic diagram (top view) in Fig. 3 between main truss frame post and main truss frame beam.
Fig. 5 is N direction view in Fig. 4.
Fig. 6 is P direction view in Fig. 4.
Fig. 7 is the installation joint structure schematic diagram (front view) in Fig. 3 between main truss frame beam and secondary beam.
Fig. 8 is the installation joint structure schematic diagram (top view) in Fig. 3 between main truss frame beam and secondary beam.
Fig. 9 is the main truss constructional drawing be in Fig. 3 on same fore-and-aft plane.
Figure 10 is the main truss constructional drawing be in Fig. 3 on same transverse plane.
Figure 11 is the constructional drawing that continues (front view) between two-section main truss frame post adjacent in Fig. 9 or Figure 10.
Figure 12 is the constructional drawing that continues (lateral view) between two-section main truss frame post adjacent in Fig. 9 or Figure 10.
Figure 13 is the partial enlarged drawing at Q place in Fig. 9.
Figure 14 is the partial enlarged drawing at R place in Fig. 9.
Figure 15 is the partial enlarged drawing (lateral view) at S place in Fig. 9.
Figure 16 is the partial enlarged drawing at T place in Fig. 9.
Figure 17 is the top view in G portion in Figure 16.
Figure 18 is the partial enlarged drawing at U place in Fig. 9.
Figure 19 is the partial enlarged drawing (constructional drawing of main truss frame beam/secondary beam load-bearing floor) at V place in Fig. 9.
Figure 20 is the constructional drawing of antidetonation body of wall.
Figure 21 is the right view of antidetonation body of wall in Figure 20.
Figure 22 is the sectional view of constructional column in Figure 20.
Figure 23 is the sectional view of collar tie beam of bearing down on one in Figure 20.
Figure 24 is the drawknot constructional drawing between antidetonation body of wall in Figure 20 (straight line body of wall) and main truss frame post.
Figure 25 is the drawknot constructional drawing between antidetonation body of wall in Figure 20 (turning body of wall) and main truss frame post.
Figure 26 is the roof structure figure (sectional view) in 500kV transformer station full assembling master control building.
Figure 27 is the roof structure figure (top view) in 500kV transformer station full assembling master control building.
Figure 28 is the constructional drawing of composite floor in Figure 26.
Mark in figure: 1-main truss frame post, 2-pillar of stair, 3-strengthens gusset, 4-protective cap, 5-protects boots, 6-installation foundation, 7-mount pad, 8-built-in connection, 9-first stiffener, 10-main truss frame beam, 11-secondary beam, 12-first post joist support fitting, 13-first wing plate gusset piece, 14-wing plate connecting bolt, 15-web connecting bolt, 16-first web gusset piece, 17-second post joist support fitting, 18-second wing plate gusset piece, 19-second web gusset piece, 20-backing plate, 21-second stiffener, 22-stiffening rib, 23-installation connecting element, 24-support member, 25-stair beam, 26-the 3rd wing plate gusset piece, 27-the 3rd stiffener, 28-the 3rd web gusset piece, 29-the 4th wing plate gusset piece, 30-the 4th stiffener, 31-the 4th web gusset piece, 32-stair transition beam, 33-stair main body, 34-contour plate, 35-WELDING STUDS, 36-layer of concrete, 37-constructional column, 38-bears down on one collar tie beam, 39-body of wall, 40-lacing wire, 41-constructional column keel shoe, 42-bears down on one collar tie beam keel shoe, 43-composite floor, 44-first leveling layer, 45-isolation layer, 46-second leveling layer, 47-first waterproofing course, 48-the 3rd leveling layer, 49-second waterproofing course, 50-topping, 51-composite floor keel shoe, 52-dividing joint, 101-main truss frame post wing plate, 102-main truss frame column web, 201-pillar of stair wing plate, 202-pillar of stair web, 1001-main truss frame beam wing plate, 1002-main truss frame web, 1101-secondary beam wing plate, 1102-web, 1201-first post joist support fitting wing plate, 1202-first post joist support fitting web, 1701-second post joist support fitting wing plate, 1702-second post joist support fitting web, 2401-support member wing plate, 2402-support member web.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with the drawings and specific embodiments, the present invention is described in detail.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
A kind of High aititude, highlight lines earthquake region 500kV transformer station full assembling master control building, main truss is wherein all steel product structure, mainly comprise some main truss frame posts 1, some main truss frame beams 10 and some secondary beams 11, the structure of each main truss frame post 1 monomer is as shown in Fig. 2, Fig. 5, Fig. 6, comprise two blocks of main truss frame post wing plates 101 and one piece of main truss frame column web 102, and two blocks of main truss frame post wing plates 101 are weldingly fixed on the relative both sides of main truss frame column web 102 respectively, make main truss frame post 1 become a H-shaped post.As shown in Fig. 4, Fig. 5, Fig. 6, each main truss frame beam 10 is H-shaped beam, is weldingly fixed on the opposite end of same main truss frame web 1002 by two blocks of main truss frame beam wing plates 1001 respectively.As shown in Figure 7, Figure 8, each secondary beam 11 is also H-shaped beam, is weldingly fixed on the opposite end of same time web 1102 by two blocks of secondary beam wing plates 1101 respectively.
The setting of described some main truss frame posts 1 as shown in Figure 1, Figure 3, be divided into and 1., 2., 3. totally 3 arrange and B, C, D, E, F totally 5 row, in the same floor height plane of main truss frame post 1, some square grids are divided into by described some main truss frame beams 10, in each square grid, be fixedly connected with main truss frame beam 10 respectively between two laterally adjacent main truss frame posts 1, between longitudinal two adjacent main truss frame posts 1, between relative two main truss frame beams 10, be fixedly connected with some secondary beams 11 be parallel to each other.Therefore, in the same floor height plane of main truss frame post 1, some main truss frame posts 1 are fixedly connected into a node with two main truss frame beams 10 simultaneously, as the J node in Fig. 3, some main truss frame posts 1 are fixedly connected into a node with three main truss frame beams 10 simultaneously, as the H node in Fig. 3, K node, some main truss frame posts 1 are fixedly connected into a node, as the L node in Fig. 3 with four main truss frame beams 10 simultaneously; Some main truss frame beams 10 are fixedly connected into a node with two secondary beams 11, as the M node in Fig. 3 simultaneously.
Due to when 500kV transformer station master control building is built in High aititude, high earthquake intensity area, by the restriction of local transit condition and natural environment, much large-scale construction machinery equipment cannot transport job site to and carry out operation, be unfavorable for improving efficiency of construction, and the labour intensity of site operation personnel is very large, and operating efficiency is low, for this reason, main truss frame post 1 can be processed to form architectural prefab by batch production.Now described in detail for the single main truss frame post 1 in L node as shown in Figure 3, the single main truss frame post 1 of this prefabricated component formula is as shown in Fig. 4, Fig. 5, Fig. 6, also comprise the H-shaped first post joist support fitting 12 of two steels and the H-shaped second post joist support fitting 17 of two steels, described first post joist support fitting 12 comprises the first post joist support fitting wing plate 1201 of two pieces of steels and the first post joist support fitting web 1202 of one piece of steel, and described first post joist support fitting wing plate 1201 is weldingly fixed on the relative both sides of the first post joist support fitting web 1202 respectively.Similarly, described second post joist support fitting 17 comprises the second post joist support fitting wing plate 1701 of two pieces of steels and the second post joist support fitting web 1702 of one piece of steel, and described second post joist support fitting wing plate 1701 is weldingly fixed on the relative both sides of the second post joist support fitting web 1702 respectively.Two described the first post joist support fittings 12 are weldingly fixed on outside two relative main truss frame post wing plates 101 respectively, two described the second post joist support fittings 17 to lay respectively between two relative main truss frame post wing plates 101 and are distributed in main truss frame column web 102 both sides, and each second post joist support fitting 17 is wherein welded and fixed with main truss frame post wing plate 101, main truss frame column web 102 respectively.
The first described post joist support fitting 12, second post joist support fitting 17 is welded and fixed with main truss frame beam 10 respectively.Specifically, as Fig. 4, Fig. 5, shown in Fig. 6, be interconnected and fixed by the first wing plate gusset piece 13 between main truss frame beam wing plate 1001 in first post joist support fitting wing plate 1201 and the main truss frame beam 10 that is attached thereto, a part for described first wing plate gusset piece 13 is positioned at outside the first post joist support fitting wing plate 1201, and be connected and fixed by wing plate connecting bolt 14 and the first post joist support fitting wing plate 1201, another part of described first wing plate gusset piece 13 is then arranged in outside the main truss frame beam wing plate 1001 of the main truss frame beam 10 be attached thereto, and be connected and fixed by wing plate connecting bolt 14 and main truss frame beam wing plate 1001.In order to improve the first wing plate gusset piece 13 and interconnective first post joist support fitting wing plate 1201, bonding strength between main truss frame beam wing plate 1001, and then improve the bending rigidity of the first post joist support fitting 12 and main truss frame beam 10 junction, can also at the first post joist support fitting wing plate 1201, the inner side increase of main truss frame beam wing plate 1001 arranges the second stiffener 21, described second stiffener 21 is overlapped on the first adjacent post joist support fitting wing plate 1201, relative with the first wing plate gusset piece 13 between main truss frame beam wing plate 1001, second stiffener 21 and the first wing plate gusset piece 13 clamp the first adjacent post joist support fitting wing plate 1201 jointly, main truss frame beam wing plate 1001, and be connected and fixed by wing plate connecting bolt 14, as shown in Figure 6.Be interconnected and fixed by the first web gusset piece 16 between main truss frame web 1002 in first post joist support fitting web 1202 and the main truss frame beam 10 that is attached thereto, described first web gusset piece 16 is overlapped between the first adjacent post joist support fitting web 1202 and main truss frame web 1002, and is connected and fixed with the first post joist support fitting web 1202, main truss frame web 1002 respectively by web connecting bolt 15.In order to improve bonding strength and the bending rigidity of the first post joist support fitting 12 and main truss frame beam 10 junction, at the first adjacent post joist support fitting web 1202, first web gusset piece 16 can be set respectively with the both sides of main truss frame web 1002, by arranging two piece of first web gusset piece 16 clamping is adjacent jointly the first post joist support fitting web 1202, main truss frame web 1002, and web connecting bolt 15 is utilized to be connected and fixed.As shown in Figure 5, when main truss frame post wing plate 101 and the first post joist support fitting 12 carry out weld job, depart from solder joint to prevent the welding fluid of molten state to flow along main truss frame post wing plate 101, ensure reliable welding quality, backing plate 20 can be welded and fixed being positioned on the main truss frame post wing plate 101 below solder joint, stop the welding fluid of molten state to depart from solder joint by backing plate 20.
Be interconnected and fixed by the second wing plate gusset piece 18 between main truss frame beam wing plate 1001 in the second post joist support fitting wing plate 1701 in described second post joist support fitting 17 and the main truss frame beam 10 that is attached thereto, be interconnected and fixed by the second web gusset piece 19 between the main truss frame web 1002 in described second post joist support fitting web 1702 and the main truss frame beam 10 that is attached thereto.In order to improve bonding strength and the bending rigidity of the second post joist support fitting 17 and main truss frame beam 10 junction, also can the second stiffener 21, second web gusset piece 19 be set with reference to the concrete connected mode increase between the first above-mentioned post joist support fitting 12 and main truss frame beam 10, its concrete set-up mode, connected mode are all identical with above-mentioned first post joist support fitting 12, as shown in Figure 5, do not repeat them here.
For the main truss frame post 1 of H node, J node, K Nodes in Fig. 3, also can implement with reference to main truss frame post 1 prefabricated component of above-mentioned L Nodes.Unlike, main truss frame post 1 prefabricated component of H Nodes needs to be welded and fixed with a first post joist support fitting 12, two the second post joist support fittings 17 simultaneously, main truss frame post 1 prefabricated component of J Nodes needs to be welded and fixed with a first post joist support fitting 12, second post joist support fitting 17 simultaneously, and main truss frame post 1 prefabricated component of K Nodes needs to be welded and fixed with two the first post joist support fittings, 12, second post joist support fitting 17 simultaneously.By adopting main truss frame post 1 prefabricated component made in this way, only need can be realized and being connected and fixed of main truss frame beam 10 by wing plate connecting bolt 14, web connecting bolt 15, drastically increase the operating efficiency of site operation personnel, and alleviate the labour intensity of operating personnel, significantly accelerate the programming of building in master control building.
For the ease of the transport of main truss frame post 1, and ensure that main truss frame post 1 is in transport, generation gross distortion is unlikely in work progress, the length of single main truss frame post 1 is unsuitable oversize, in master control building work progress, the same root post of main truss can be superposed by some main truss frame posts 1 and be formed by connecting, the connected mode of the two-section main truss frame post 1 of mutual superposition is as Figure 11, shown in Figure 12, be connected and fixed by the 3rd wing plate gusset piece 26 and wing plate connecting bolt 14 between adjacent main truss frame post wing plate 101, be connected and fixed by the 3rd web gusset piece 28 and web connecting bolt 15 between adjacent main truss frame column web 102.For improving the coupling stiffness between adjacent main truss frame post wing plate 101, promote the anti-seismic performance of main truss frame post 1, can increase inside main truss frame post wing plate 101 and the 3rd stiffener 27 is set, described 3rd stiffener 27 and the 3rd wing plate gusset piece 26 lay respectively at main truss frame post wing plate 101 both sides, and utilize wing plate connecting bolt 14 the 3rd stiffener 27, the 3rd wing plate gusset piece 26 to be fixedly clamped with main truss frame post wing plate 101.Similarly, for improving the coupling stiffness between adjacent main truss frame column web 102, promote the anti-seismic performance of main truss frame post 1,3rd web gusset piece 28 can be set respectively on the opposite end surface of main truss frame column web 102, and by web connecting bolt 15, two piece of the 3rd web gusset piece 28 and main truss frame column web 102 be fixedly clamped.
As shown in Fig. 9, Figure 16, main truss frame post 1 one end being positioned at master control bottom of the building portion needs to be fixedly mounted on installation foundation 6.Specifically, first on installation foundation 6, offer installation foundation ditch, bottom installation foundation ditch, form mount pad 7 with M10 cement mortar screeding; Then, main truss frame post 1 is lifted uprightly, and makes its Embedment and installation portion be positioned on mount pad 7, after correction installed by main truss frame post 1, carry out back-grouting with C35 microdilatancy fine-stone concrete again and form protection boots 5, be fastenedly connected to make main truss frame post 1 and installation foundation 6; Finally, build rectangle protective cap 4 at installation foundation 6 top continuation C25 fine-stone concrete ring main truss frame post 1, to improve the installation steadiness of main truss frame post 1, improve its anti-seismic performance.For increasing the affixed intensity between main truss frame post 1 installation portion and installation foundation 6, the reinforcement gusset 3 of some steels can be welded and fixed on main truss frame post 1 installation portion, and described reinforcement gusset 3 is welded and fixed with main truss frame post wing plate 101, main truss frame column web 102 respectively, as shown in figure 17.
The mode that is interconnected between described main truss frame beam 10 and secondary beam 11 as shown in Figure 7, Figure 8, for convenience of describing, is illustrated for M node in Fig. 3 here.Be welded with the installation connecting element 23 of steel tabular between two blocks of main truss frame beam wing plates 1001 in main truss frame beam 10 wherein, described installation connecting element 23 is interconnected and fixed by web connecting bolt 15 with the secondary web 1102 in secondary beam 11.In order to increase the overlap joint contact area between installation connecting element 23 and secondary web 1102, improve connection reliability between the two, secondary beam wing plate 1101 on secondary beam 11 can be cut part, middle secondary web 1102 is made to expose out, to facilitate being connected and fixed between installation connecting element 23.Other nodes between main truss frame beam 10 and secondary beam 11, also can implement with reference to M node, not repeat one by one at this.
In order to strengthen the steadiness in High aititude, highlight lines earthquake region 500kV transformer station full assembling master control building further, can being in the H-shaped support member 24 being welded and fixed some steels between the main truss frame post 1 on same transverse plane, same fore-and-aft plane, main truss frame beam 10, as shown in Fig. 9, Figure 10, Figure 13, Figure 14.Described support member 24 comprises two blocks of support member wing plates 2401 and one block of support member web 2402, and described support member wing plate 2401 is weldingly fixed on the relative both sides of support member web 2402 respectively.The support member 24 of this H-shaped structure itself has very high tension, flexural strength, and itself and main truss frame post 1 in the same plane, main truss frame beam 10 are interconnected to triangular structure, and, corresponding with support member wing plate 2401, main truss frame beam 10 is welded and fixed the stiffening rib 22 of steel tabular, to strengthen the mechanical strength of main truss frame beam 10 and support member 24 connecting portion, thus significantly can improve the steadiness in master control building, strengthen the anti-seismic performance in master control building.For the ease of transport and the in-site installation of support member 24, the length of single support member 24 is unsuitable oversize, in master control building work progress, according to actual needs, can by single support member 24 as Figure 13, shown in Figure 14, mode splices assembling mutually, specifically, support member wing plate 2401 on adjacent support member 24 is interconnected by the 4th wing plate gusset piece 29, and utilize wing plate connecting bolt 14 to be connected and fixed, simultaneously, support member web 2402 on adjacent support member 24 is interconnected by the 4th web gusset piece 31, and utilize web connecting bolt 15 to be connected and fixed.For improving the bonding strength between adjacent supporting piece 24, strengthen its tension, flexural strength, the inner side of support member wing plate 2401 on adjacent support member 24 can increase the 4th stiffener 30 is set, described 4th stiffener 30 to be overlapped between adjacent support member wing plate 2401 and relative with the 4th wing plate gusset piece 29,4th stiffener 30 and the 4th wing plate gusset piece 29 clamp adjacent support member wing plate 2401 jointly, and be connected and fixed by wing plate connecting bolt 14, as shown in figure 13.
In this master control building building, steel structure stairway one is set, as shown in Fig. 9, Figure 15, stair in master control building are arranged between the main truss frame post 1 on the D axial plane of main truss and the main truss frame post 1 on E axial plane, its agent structure is all steel product, mainly comprise pillar of stair 2, stair beam 25 and stair transition beam 32 and stair main body 33, reserve construction level at ladder step tread, be convenient to finishing step surface laminating brick, increase stair durability and reduce noise.Described pillar of stair 2 as shown in Figure 2, comprise two blocks of pillar of stair wing plates 201 and one block of pillar of stair web 202, and two blocks of pillar of stair wing plates 201 are weldingly fixed on the relative both sides of pillar of stair web 202 respectively, pillar of stair 2 is made to become a H-shaped post, to ensure that pillar of stair 2 has enough bending resistances, compressive strength.The installation of described pillar of stair 2 as shown in figure 18, on installation foundation 6, first bury the built-in connection 8 of steel underground, pillar of stair 2 is lifted uprightly, and installation end bottom it and built-in connection 8 are welded and fixed, for strengthening the steadiness after pillar of stair 2 is installed, the first stiffener 9 of some right-angled trapezium tabulars is welded and fixed at ring pillar of stair 2 installation end, two right-angle sides of described first stiffener 9 respectively with pillar of stair 2, built-in connection 8 is welded and fixed, finally, rectangle protective cap 4 is built at pillar of stair 2 installation end C25 fine-stone concrete ring pillar of stair 2, to improve the installation steadiness of pillar of stair 2 further, strengthen its anti-seismic performance.
Main truss frame beam 10 on the same floor height in described master control building, secondary beam 11 install composite floor, the structure of described composite floor as shown in figure 19, mainly comprise undulatory steel contour plate 34 and layer of concrete 36, described contour plate 34 is connected and fixed by WELDING STUDS 35 and main truss frame beam 10, secondary beam 11, and on contour plate 34, concreting forms layer of concrete 36.Adopt this composite floor can strengthen building sound insulation, heat-insulating property, and, compared to common building plate members, undulatory contour plate 34 has higher flexural strength and non-deformability, and it is handling ease, easy for installation, the overall anti-seismic performance requirement in master control building can be met well, and improve the efficiency of construction in master control building.
The external wall plate in described master control building divides inside and outside two-layer, and outside adopts rock wool sandwiching compound profiled sheet, because the coefficient of thermal conductivity λ of rock wool reaches 0.043W/m
2k, therefore, this rockwool sandwich board has the refractory ability more than 1000 DEG C.Inner side adopts individual layer fire-resistant gypsum panel, and rock wool is also completely filled out in middle walls purlin gap.In (every) wallboard employing two-sided double-deck lightgage steel joist fire-resistant gypsum panel, also completely fill out rock wool in the gap of lightgage steel joist, thus make master control building have good thermal and insulating performance, its fireproof performance is excellent.
In sum, master control building-owner body structure of the present invention adopts steel framed structure, except composite floor needs cast in situs facing concrete, other components almost all can adopt prefabricated assembled component, main truss frame post 1 wherein, main truss frame beam 10, secondary beam 11 is respectively H-shaped post, H-shaped beam, make main truss frame post 1, main truss frame beam 10 and secondary beam 11 all can realize the batch production welding processing of building component easily, scene is transported to again after being processed into finished product prefabricated component, field operation personnel only need to utilize connecting bolt to carry out splicing and install, considerably reduce the operation of on-the-spot overhead welding, adopt this full assembling main truss structural change traditional construction mode of building unit field fabrication, significantly improve anti-seismic performance and the efficiency of construction in master control building, its seismic fortification intensity can reach 8 degree, and, also greatly save site operation manpower, effectively reduce the labour intensity of site operation personnel, be conducive to the construction progress accelerating master control building.
For construction for the 500kV transformer station master control building in High aititude, high earthquake intensity area, except the above-mentioned main truss in master control building needs to consider shockproof, anti-seismic performance, when there is the strenuous vibrations such as earthquake, the body of wall in master control building also may cause secondary disaster in the strenuous vibrations such as earthquake.Therefore, the anti-seismic performance of body of wall itself also has extremely important impact to the anti-seismic performance in master control building and safety in utilization.As shown in figure 20, described body of wall 39 is masonry wall, adopts MU10 prefabricated concrete solid brick, and with M10 masonry of cement mortar.Body of wall 39 arranges some constructional columns 37, and described constructional column 37 is concavo-convex alternate corrugated cylinder, and is mutually engaged with body of wall 39 and sockets.For straight line body of wall, the form of construction work of described constructional column 37 is as follows: construct in process in body of wall 39 construction, first reserve concavo-convex alternate corrugated casting space according to the shape of constructional column 37, constructed body of wall 39 is clamped again with two blocks of additional lock plates of relative thirty years of age, thus the prefabricated hollow that formation one is identical with constructional column 37 shape on body of wall 39, a certain amount of concrete is built, until fill up prefabricated hollow in this prefabricated hollow.After concrete setting is shaping, remove auxiliary clamping plate, constructional column 37 is that is shaping and be mutually engaged with body of wall 39 and socket.For improving mechanical strength and the cracking resistance of constructional column 37 itself, before concreting, square all steel product constructional column keel shoe 41 can be put in the prefabricated hollow of constructional column 37, described constructional column keel shoe 41 to be connected on four steel girders by some square steel Fixing shrink rings and to be welded to each other fixing with girder, and four steel girders lay respectively at the corner of square retainer ring, as shown in figure 22.For the constructional column 37 at body of wall place, turning, its shape, form of construction work can be implemented with reference to above-mentioned straight line body of wall.Adopt this construction method can increase contact area between constructional column 37 and body of wall 39, improve and socket intensity between constructional column 37 and body of wall 39, be conducive to the anti-seismic performance strengthening master control building body of wall entirety, and operation is easy, efficiency of construction is high, construction costs is low, is conducive to speeding up the work and saving construction cost.
In order to improve the anti-seismic performance of master control building body of wall entirety further, as shown in figure 21, some the steel lacing wires 40 be parallel to each other can be set in body of wall 39, described lacing wire 40 is through along body of wall 39 total length, it is inner that its one end is positioned at body of wall 39, the other end is for socketing end and exposing to body of wall 39, and the end that sockets of lacing wire 40 is fixedly connected with main truss frame post 1.For linear pattern body of wall 39, as shown in figure 24, the lacing wire 40 be on body of wall 39 sustained height may be divided into some sections, and between two sections of adjacent lacing wires 40, head and the tail are welded and fixed; Further, socket a place the same of body of wall 39, the lacing wire 40 be welded and fixed with the same main truss frame post wing plate 101 on main truss frame post 1 arranges two, and the overbending direction of its free end is contrary.For turning type body of wall 39, as shown in figure 25, the lacing wire 40 be on body of wall 39 sustained height arranges four, and the one end being arranged in two lacing wires 40 of longitudinal wall 39 is all welded and fixed with the same main truss frame post wing plate 101 on main truss frame post 1, and the overbending direction of its free end is then contrary; The one end being arranged in two lacing wires 40 of longitudinal wall 39 is welded and fixed with two main truss frame post wing plates 101 on main truss frame post 1 respectively.Socket intensity in order to strengthen between lacing wire 40 and body of wall 39, lacing wire 40 free end can also bend in hook-shaped, as shown in figure 25.The method to set up of lacing wire 40 is: in body of wall 39 work progress, the setting height(from bottom) of lacing wire 40 is divided according to the overall height of body of wall 39, when body of wall 39 constructs specified altitude assignment, namely on body of wall 39 specified altitude assignment end face, lacing wire 40 is placed, then the construction of body of wall 39 is proceeded, lacing wire 40 is so just made to be cemented in body of wall 39 well, enhance and socket intensity between lacing wire 40 and body of wall 39, be conducive to the anti-seismic performance improving body of wall 39, and making body of wall 39 structure simpler, compact, construction cost is low.After body of wall 39 constructs the design height of specifying, connection can also be increased at body of wall 39 top end face to bear down on one collar tie beam 38, as shown in figure 20, the Action of Gravity Field of the collar tie beam 38 that bears down on one can play certain reinforcement effect to body of wall 39, is conducive to the anti-seismic performance improving body of wall 39 further.In order to strengthen mechanical strength and the cracking resistance of the collar tie beam 38 that bears down on one, square all steel product is set bears down on one collar tie beam keel shoe 42 bearing down on one can also to increase in collar tie beam 38, the described collar tie beam keel shoe 42 that bears down on one to be connected on four steel girders by some square steel Fixing shrink rings and to be welded to each other fixing with girder, and four steel girders lay respectively at the corner of square retainer ring, as shown in figure 23.Employing 1: 2 cement mortar can also be set at the wall body of body of wall 39 and mix the damp-proof course that 5% waterproof agent makes, to improve waterproof, the moisture resistance performance of body of wall 39.
Consider that high altitude localities natural environment is severe, wind-force is powerful, and day and night temperature is large, and air humidity is comparatively large, if the roof waterproof in master control building, poor thermal insulation property, also can have influence on the normal operation of the normal use in master control building and the electric fixtures of inside, master control building.For this reason, one insulation as shown in figure 26 can be constructed, water resistance is roof structure all reliably, specifically, described insulation, the agent structure of water proof type roofing is from bottom to top successively: composite floor 43, isolation layer 45, first waterproofing course 47, second waterproofing course 49 and topping 50, the concrete structure of described composite floor 43 as shown in figure 28, mainly comprise undulatory steel contour plate 34 and layer of concrete 36, described layer of concrete 36 is affixed with contour plate 34, described contour plate 34 is by WELDING STUDS 35 and main truss frame beam 10, secondary beam 11 is connected and fixed, on contour plate 34, concreting forms layer of concrete 36.Floor adopts composite floor to strengthen building sound insulation, heat-insulating property; Because composite floor 43 because expanding with heat and contract with cold or the strenuous vibration such as earthquake and gross distortion occurs, thus may jeopardize the general safety in master control building.In order to improve the anti-deformation of composite floor 43, in the process to concreting in contour plate 34, can increase in layer of concrete 36 and two-layer netted composite floor keel shoe 51 is set, described composite floor keel shoe 51 is all steel products, is welded to each other fixedly forms net structure by some horizontal girder steels and some longitudinal girder steels.
As shown in figure 26, utilize 1: 2.5 cement mortar screeding on composite floor 43 top, form the first leveling layer 44; Lay polystyrene heat-preservation insulating board on the first leveling layer 44 top, form isolation layer 45; 1: 3 cement mortar screeding is utilized on isolation layer 45 top, form the second leveling layer 46, and setting space is 2-3m, stitches wide some partitioning slot for 15-25mm on described second leveling layer 46, second leveling layer 46 disconnects at partitioning slot place, after Silicone sealant for building is twisted into round bar, then be embedded in partitioning slot.After the second brush bituminous primer two road, leveling layer 46 top, then lay SBS modified bitumen on bituminous primer layer, then brush bituminous neoprene bonding adhesive twice in SBS modified asphalt layer, form the first waterproofing course 47.Utilize 1: 3 cement mortar screeding on the first waterproofing course 47 top, form the 3rd leveling layer 48.Then, lay SBS modified bitumen on the 3rd leveling layer 48 top, then in SBS modified asphalt layer brush bituminous neoprene bonding adhesive twice, form the second waterproofing course 49.At the second waterproofing course 49 top brush bitumastic together, separation layer is formed, to strengthen the water resistance of roofing.Finally, utilize 1: 2.5 cement mortar to build on this separation layer top levelling, form topping 50.Because topping 50 is exposed in natural environment, it is by environment temperature, the impact of humidity is larger than other each layers, in order to prevent topping 50 because expanding with heat and contract with cold or the strenuous vibration such as earthquake and gross distortion occurs, as shown in figure 27, can some parallel longitudinal distributions be set on topping 50, the laterally dividing joint 52 of parallel distribution, the spacing of the dividing joint 52 of described parallel longitudinal distribution or laterally parallel distribution is less than or equal to 1.0m, stitching wide is 25-35mm, after Silicone sealant for building being twisted into round bar, pointing is in dividing joint 52, buffer protection layer 50 can be played like this because of the distortion of expanding with heat and contract with cold or the strenuous vibration such as earthquake produces, certain waterproof action can also be played, the water resistance of further raising roofing.In addition; because the first leveling layer 44, second leveling layer 46, the 3rd leveling layer 48 and the topping 50 in roof structure is all adopt cement mortar to build levelling; both the integral rigidity of roof structure can have been ensured; strengthen antidetonation, waterproof, the heat-insulating property of roofing; and efficiency of construction is high, implementation cost is low.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, it should be pointed out that all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (10)
1. the Anti-seismic body of wall for 500kV transformer station master control building, it is characterized in that: described body of wall is masonry wall, body of wall arranges some constructional columns (37) and lacing wire (40), described constructional column (37) is concavo-convex alternate corrugated cylinder, and be mutually engaged with body of wall and socket, described lacing wire (40) and body of wall consolidation, its one end is positioned at body of wall inside, the other end, for socketing end and exposing to body of wall, is fixedly connected with the collar tie beam that bears down on one (38) at body of wall top end face.
2. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 1, it is characterized in that: described constructional column (37) internal fixtion connecting structure post keel shoe (41), described constructional column keel shoe (41) to be connected on some girders by some Fixing shrink rings and to be fixedly connected with girder.
3. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 2, is characterized in that: described constructional column keel shoe (41) is all steel product, and retainer ring is wherein fixed with Main Girder Welding respectively.
4. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 1, is characterized in that: described lacing wire (40) arranges some, and arranges along the layering of body of wall short transverse.
5. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 1 or 4, is characterized in that: socket a lacing wire (40) at place body of wall same and arrange two, the overbending direction of its free end is contrary.
6. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 5, is characterized in that: be positioned at the free end bending of the lacing wire (40) of body of wall inside in hook-shaped.
7. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 1, it is characterized in that: the described collar tie beam that bears down on one (38) inside is fixedly connected with the collar tie beam keel shoe (42) that bears down on one, described in the collar tie beam keel shoe (42) that bears down on one to be connected on some girders by some Fixing shrink rings and to be fixedly connected with girder.
8. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 7, is characterized in that: the described collar tie beam keel shoe (42) that bears down on one is for all steel product, and retainer ring is wherein fixed with Main Girder Welding respectively.
9. the Anti-seismic body of wall for 500kV transformer station master control building according to claim 1, is characterized in that: the wall body of described body of wall arranges employing 1: 2 cement mortar and mixes the damp-proof course that 5% waterproof agent makes.
10. the construction method of the Anti-seismic body of wall as described in claim 1-9, is characterized in that: described body of wall is constructed in process in construction, first, reserves concavo-convex alternate corrugated casting space according to the shape of constructional column (37); Then, adopt relative thirty years of age two blocks of additional lock plates to clamp constructed body of wall, form the prefabricated hollow identical with constructional column (37) shape; Finally, concreting in described prefabricated hollow, after concrete setting is shaping, removes auxiliary clamping plate.
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Cited By (1)
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| CN106555448A (en) * | 2016-09-30 | 2017-04-05 | 中国建筑股份有限公司 | T-shaped rigid joint coupled wall with pre-buried seam beam section and its construction method |
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