CN101824905A - Assembly type variable steel girder platform, distribution method and assembly method thereof - Google Patents
Assembly type variable steel girder platform, distribution method and assembly method thereof Download PDFInfo
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- CN101824905A CN101824905A CN 201010191541 CN201010191541A CN101824905A CN 101824905 A CN101824905 A CN 101824905A CN 201010191541 CN201010191541 CN 201010191541 CN 201010191541 A CN201010191541 A CN 201010191541A CN 101824905 A CN101824905 A CN 101824905A
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Abstract
The invention relates to an assembly type variable steel girder platform, a distribution method and an assembly method thereof. The platform is supported on a core tube, and is formed by sectional steel grinders through being fixedly connected, and the sectional steel grinders mainly consist of main stress grinders, sub stress grinders and support rods between grinders, wherein the main stress grinders are formed by main grinder standard nodes and main grinder groined node standard nodes through being dismountably connected via node plates with bolt holes, end sealing plates with bolt holes and screw bolts, the sub stress grinders are formed by sections of sub grinder standard sections through being dismountably connected end to end, and in addition, the sub stress grinders are dismountably connected between two main stress grinders. The platform can be applied to template lifting construction of high and superhigh building core tube steel platforms, and can also be used as platforms for large-area spanning construction operation and construction machine pile carrying and placement, the construction is very easy, the work period of the construction is greatly accelerated, and the construction cost is reduced.
Description
Technical field
The present invention relates to assembled steel platform and method for arranging and assemble method on a kind of core tube that is placed in high level or super highrise building.
Background technology
Existing high level, super highrise building core tube climbing shuttering operation platform are the Steel Space Truss platform, be made of welded connection by shaped steel, the shape of this platform is according to the shaped design of the core tube of the building in the Hot work in progress, can hang hanger and template on the platform, can be used for preloading, settle construction machinery, can also arrange the aisle.Because the existing space steel girder platform adopts shaped steel to be made of welded connection, the welding procedure very complicated not only puts up and takes time and effort, and remove after using also pretty troublesome, so prolonged the construction period greatly; In addition,, need destructive dismounting after use finishes, can not repeat to have enough to meet the need and use, can only discard,, increase construction cost so can waste wide variety of materials because platform is welded.
Summary of the invention
The purpose of this invention is to provide a kind of assembly type variable steel girder platform and method for arranging thereof and assemble method, solve the existing steel girder platform construction period long, construction cost is high, can not have enough to meet the need technical problem such as use.
For achieving the above object, the present invention adopts following technical scheme: a kind of assembly type variable steel girder platform, be supported on the core tube, be formed by fixedly connecting by the shaped steel truss, it is characterized in that: described shaped steel truss is by the main stress truss, strut is formed between inferior stressed truss and truss, wherein the main stress truss is detachably connected and is formed by main couple standard knot and main couple well byte point standard knot gusset plate and the bolt by having screw, described time stressed truss is removably connected from beginning to end by a section jack truss standard knot and forms, and inferior stressed truss is detachably connected between two main stress truss, and strut is detachably connected between two parallel main couple standard knots between described truss, between two parallel jack truss standard knots and between parallel the main couple standard knot and jack truss standard knot.
Described main couple standard knot comprises that the end has the main couple lower chord that the main couple upper chord of screw, end have screw and is welded to connect the vertical web member of main couple between main couple upper chord and main couple lower chord at interval, diagonal member is to connecting four main couple diagonal brace web members between two vertical web members of main couple, the infall of four main couple diagonal brace web members connects main couple node web, and the both sides of main couple upper chord and main couple lower chord also have been welded to connect a main couple sun joint and the cloudy joint of main couple.
Described main couple well byte point standard knot comprises that the end has the groined type lower chord that the groined type upper chord of screw, end have screw and four well bytes being welded to connect between four nodes of four nodes of groined type upper chord and groined type lower chord are put vertical web member, put between the vertical web member diagonal member two well bytes and put oblique web member to connecting four well bytes, the infall that four well bytes are put oblique web member connects well byte point web.
Described jack truss standard knot comprises jack truss upper chord, jack truss lower chord, be welded to connect to intersect at the perpendicular web member of the jack truss between jack truss upper chord and the jack truss lower chord, diagonal angle and be connected two jack truss and erect the jack truss diagonal web member between the web member and the jack truss node web at jack truss diagonal web member node place, the both sides of the both sides of jack truss upper chord and jack truss lower chord all have been welded to connect a jack truss sun joint and the cloudy joint of jack truss, and the two ends of the two ends of jack truss upper chord and jack truss lower chord all have been welded to connect jack truss sun head and the cloudy head of jack truss.
Strut includes mobile jib between described truss, and an end of mobile jib has been welded to connect strut sun head between truss, and the other end of mobile jib has been welded to connect the cloudy head of strut between truss.
Be connected with main couple between the two ends of described main couple standard knot, main couple upper chord and the main couple lower chord and be connected otic placode, be connected with well byte point between the outer end of described main couple well byte point standard knot, groined type upper chord and the groined type lower chord and be connected otic placode.
A kind of method for arranging of assembly type variable steel girder platform is characterized in that: step 1, according to engineering plane situation, on drawing, set up the standard grid.
A kind of assemble method of assembly type variable steel girder platform, it is characterized in that: step 1, the main couple standard knot is connected together with main couple well byte point standard knot with main couple standard knot, main couple standard knot, form the main stress truss with bolt, gusset plate.
Compared with prior art the present invention has following characteristics and beneficial effect: the present invention can be applicable to high level, the construction of super highrise building core tube steel platform climbing shuttering, or as the platform of crossing over large-area construction operation, preloading, arrangement construction machinery.The present invention adopts the primary and secondary component truss of modularization, arrangements main stress truss and time stressed truss according to the core tube, main stress truss and time stressed truss mainly are made up of the standard component that satisfies modulus, comprise the part non-standard component simultaneously, by removably connecting assembly is assemblied into steel girder platform at each inter-module, so put up very simply, accelerated the construction period greatly, reduced construction cost.
The present invention can pull down standard component and non-standard component after proposing mould construction and finishing, and the turnover use of implementation platform assembly has effectively reduced construction costs; Secondly, but the piecemeal recovery after proposing mould construction end of assembled steel platform, and dismounting has reduced and has put forward the difficulty that the mould facility are removed easily; Moreover at high-rise, super highrise building enhancement Layer, the characteristics of utilizing the present invention to removably connect remove the part truss to make things convenient for the semi-girder truss to lift to core tube body of wall; At last, the design of modularization helps improving assembly processing and the precision of installing, and reduces difficulty of construction, increases work efficiency, and shortens the construction period, and then propelling construction technology is constantly progressive.
Description of drawings
The present invention will be further described in detail below in conjunction with accompanying drawing.
Fig. 1 is a structural representation of the present invention.
Fig. 2 is the schematic perspective view of main couple well byte point standard knot.
Fig. 3 is the schematic top plan view of main couple well byte point standard knot.
Fig. 4 is that the master of main couple standard knot looks schematic diagram.
Fig. 5 is that schematic diagram is looked on the left side of Fig. 4.
Fig. 6 is that schematic diagram is looked on the right side of Fig. 4.
Fig. 7 is that the master of jack truss standard knot looks schematic diagram.
Fig. 8 is the schematic diagram of A-A section among Fig. 7.
Fig. 9 is that the master of strut looks schematic diagram between truss.
Figure 10 is the schematic top plan view of Fig. 9.
Figure 11 is the schematic diagram that the groined type upper chord is connected with the main couple upper chord.
Figure 12 is the schematic diagram that the groined type lower chord is connected with the main couple lower chord.
Figure 13 is the schematic diagram that the main stress truss is connected with time stressed truss.
Figure 14 is the schematic diagram of the deposition step one of assembly type variable steel girder platform.
Figure 15 is the schematic diagram of the deposition step two of assembly type variable steel girder platform.
Figure 16 is the schematic diagram of the deposition step three of assembly type variable steel girder platform.
Figure 17 is the schematic diagram of the deposition step four of assembly type variable steel girder platform.
Figure 18 is the schematic diagram of the deposition step five of assembly type variable steel girder platform.
Figure 19 is the schematic diagram of the number of assembling steps one of assembly type variable steel girder platform.
Figure 20 is the schematic diagram of the number of assembling steps two of assembly type variable steel girder platform.
Figure 21 is the schematic diagram of the number of assembling steps three of assembly type variable steel girder platform.
Figure 22 is the schematic diagram of the number of assembling steps four of assembly type variable steel girder platform.
Reference numeral: the cloudy head of strut, 4.3-mobile jib between strut sun head, 4.2-truss between strut, 4.1-truss between 1-core tube, 2-main stress truss, 3-stressed truss, 4-truss; 5-main couple standard knot, 5.1-main couple upper chord, 5.2-main couple lower chord, the vertical web member of 5.3-main couple, 5.4-main couple diagonal brace web member, 5.5-main couple node web, 5.6-main couple connect otic placode, a 5.7-main couple sun joint, the cloudy joint of 5.8-main couple; The 6-gusset plate; 7-main couple well byte point standard knot, 7.1-groined type upper chord, 7.2-groined type lower chord, 7.3-well byte are put vertical web member, 7.4-well byte is put oblique web member, 7.5-well byte point web, 7.6-well byte point connection otic placode, 7.7-installing hole; 8-jack truss standard knot, 8.1-jack truss upper chord, 8.2-jack truss lower chord, the perpendicular web member of 8.3-jack truss, 8.4-jack truss diagonal web member, 8.5-jack truss sun head, the cloudy head of 8.6-jack truss, a 8.7-jack truss sun joint, the cloudy joint of 8.8-jack truss, 8.9-jack truss node web.
The specific embodiment
Embodiment is referring to shown in Fig. 1-10, this assembly type variable steel girder platform, be supported on the core tube 1, be formed by fixedly connecting by the shaped steel truss, described shaped steel truss is by main stress truss 2, strut 4 is formed between inferior stressed truss 3 and truss, wherein main stress truss 2 is detachably connected and is formed by main couple standard knot 5 and main couple well byte point standard knot 7 gusset plate 6 and the bolt by having screw, described stressed truss 3 removably connected by a section jack truss standard knot 8 head and the tail and forms, and inferior stressed truss 3 is detachably connected between two main stress truss, and strut 4 is detachably connected between two parallel main couple standard knots between described truss, between two parallel jack truss standard knots and between parallel the main couple standard knot and jack truss standard knot.
Referring to Fig. 4-6, described main couple standard knot 5 comprises that the end has the main couple upper chord 5.1 of screw, the end has the main couple lower chord 5.2 of screw and is welded to connect at interval the vertical web member 5.3 of main couple between main couple upper chord and main couple lower chord, diagonal member is to connecting four main couple diagonal brace web members 5.4 between two vertical web members 5.3 of main couple, the infall of four main couple diagonal brace web members 5.4 connects main couple node web 5.5, and the both sides of main couple upper chord 5.1 and main couple lower chord 5.2 also have been welded to connect a main couple sun joint 5.7 and the cloudy joint 5.8 of main couple.Be connected with main couple between the two ends of described main couple standard knot 5, main couple upper chord 5.1 and the main couple lower chord 5.2 and be connected otic placode 5.6, main couple connects otic placode 5.6 and is made up of for two kinds monaural plate and ears plate.Described main couple upper chord 5.1 is i iron with main couple lower chord 5.2.
Referring to Fig. 2, Fig. 3, described main couple well byte point standard knot 7 comprises that the end has the groined type lower chord 7.2 that the groined type upper chord 7.1 of screw, end have screw and four well bytes being welded to connect between four nodes of four nodes of groined type upper chord 7.1 and groined type lower chord 7.2 are put vertical web member 7.3, putting diagonal member between the vertical web member 7.3 two well bytes puts 7.4, four well bytes of oblique web member and puts the infall of oblique web member 7.4 and connect well byte point web 7.5 to connecting four well bytes.Be connected with well byte point between the outer end of described main couple well byte point standard knot 7, groined type upper chord 7.1 and the groined type lower chord 7.2 and be connected otic placode 7.6, well byte point connects otic placode 7.6 and is made up of for two kinds monaural plate and ears plate.Described groined type upper chord 7.1 and groined type lower edge 7.2 are made of welded connection by i iron, on groined type upper chord 7.1 and the groined type lower chord 7.2 also design installing hole 7.7 is arranged, the good later on steel deck-plate that directly adds in the above.
Referring to Fig. 7, Fig. 8, described jack truss standard knot 8 comprises jack truss upper chord 8.1, jack truss lower chord 8.2, be welded to connect the perpendicular web member 8.3 of jack truss between jack truss upper chord and jack truss lower chord, the diagonal angle intersects and to be connected the jack truss diagonal web member 8.4 between the perpendicular web member 8.3 of two jack truss and the jack truss node web 8.9 at jack truss diagonal web member 8.4 node places, the both sides of the both sides of jack truss upper chord 8.1 and jack truss lower chord 8.2 all have been welded to connect a jack truss sun joint 8.7 and the cloudy joint 8.8 of jack truss, and the two ends of the two ends of jack truss upper chord 8.1 and jack truss lower chord 8.2 all have been welded to connect jack truss sun 8.5 and jack truss cloudy 8.6.
Referring to Fig. 9, Figure 10, strut 4 includes mobile jib 4.3 between described truss, and an end of mobile jib has been welded to connect between truss strut sun 4.1, and the other end of mobile jib has been welded to connect between truss strut cloudy 4.2.
The main couple of described main couple standard knot connects otic placode 5.6 and is connected otic placode 5.6 with the main couple of adjacent main couple standard knot and removably connects by bolt, the main couple of main couple standard knot connects otic placode 5.6 and is connected otic placode 7.6 with the well byte point of adjacent main couple well byte point standard knot and removably connects by bolt, the main couple upper chord 5.1 of main couple standard knot removably connects by bolt and gusset plate 6 with the main couple upper chord 5.1 of adjacent main couple standard knot, and the main couple lower chord 5.2 of main couple standard knot also removably connects by bolt and gusset plate 6 with the main couple lower chord 5.2 of adjacent main couple standard knot.
Referring to Figure 11, the main couple upper chord 5.1 of main couple standard knot removably connects by bolt and gusset plate 6 with the groined type upper chord 7.1 of adjacent main couple well byte point standard knot, referring to Figure 12, the main couple lower chord 5.2 of main couple standard knot also removably connects by bolt and gusset plate 6 with the groined type lower chord 7.2 of adjacent main couple well byte point standard knot 7.Adjacent main couple upper chord 5.1, adjacent main couple lower chord 5.2, adjacent main couple upper chord 5.1 and groined type upper chord 7.1, adjacent main couple lower chord 5.2 all removably connect by bolt and gusset plate 6 with groined type lower chord 7.2.
The jack truss of described jack truss standard knot sun 8.5 cooperates a detachable bearing pin to be connected with cloudy 8.6 of the jack truss of adjacent jack truss standard knot, and cloudy 8.6 of the jack truss of jack truss standard knot is connected with positive 8.5 detachable bearing pin of cooperation of jack truss of adjacent jack truss standard knot.
In the junction of inferior stressed truss 3 with main stress truss 2, the jack truss of inferior stressed truss end sun 8.5 also with the main couple standard knot on the cloudy joint 5.8 of main couple cooperate detachable bearing pin to be connected, cloudy 8.6 of the jack truss of inferior stressed truss end also is connected with the detachable bearing pin of a main couple sun joint 5.7 cooperations on the main couple standard knot.
The junction of strut 4 and time stressed truss 3 between truss, between truss between the truss of strut 4 ends strut sun 4.1 cooperate detachable bearing pin to be connected with the cloudy joint 8.8 of jack truss on time stressed truss 3, between truss between the truss of strut 4 ends cloudy 4.2 of strut be connected with the detachable bearing pin of a positive joint 8.7 cooperations of jack truss on the inferior stressed truss 3.
The junction of strut 4 and main stress truss 2 between truss, between truss between the truss of strut end strut sun 4.1 also with the main stress truss on the cloudy joint 5.8 of main couple cooperate detachable bearing pin to be connected, between truss between the truss of strut 4 ends cloudy 4.2 of strut be connected with the detachable bearing pin of a positive joint 5.7 cooperations of main couple on the main stress truss.
The design of assembly type variable steel girder platform: assembly type variable steel girder platform has versatility, and member designs should design according to the most unfavorable processing condition, thereby satisfies the needs that various core tubes are arranged.What therefore need most solution in different engineerings are used is the design problem of platform steel truss.Described truss is formed by standard block that satisfies modulus and the non-standard unit splicing of part, arranges steel truss according to concrete shear force wall when steel truss is arranged, steel truss mainly is made up of standard block.Adopt between the standard block and between standard block and the non-standard unit and removably connect.Use by the turnover that such design just can implementation space steel girder platform assembly.
Assembly type variable steel girder platform comprises main stress truss and time stressed truss two quasi-truss: the main stress truss directly is supported on the fulcrum of support system, inferior stressed truss support is on the main stress truss, in the stability and the supporting capacity that add strut assurance monolithic truss between truss between the main stress truss, between inferior stressed truss and between the stressed truss of primary and secondary.The similar primary and secondary girder construction of whole platform structure, the main stress truss is main force structure, and the load that inferior stressed truss bears is less, and its major function is for transmitting load.No matter be that main stress truss or time stressed truss all are truss structurals, they should mainly be assemblied to form by standard block.Can be assembled into the truss of different length according to different spans.The model of assembly type variable steel girder platform as shown in Figure 1.Maximum span is 20m between the design steel girder platform main couple fulcrum, and the part of encorbelmenting maximum length is 10m.According to existing engineering estimation, the peak value of the vertical load that whole assembly type variable steel girder platform bears is about 7kN/m
2, assembly type variable steel girder platform (GB50013-2003) designs with reference to " Code for design of steel structures ".
The main stress truss is main load bearing frame, designs according to the most unfavorable processing condition.The main stress chord member of truss is a H shaped steel, and the main couple standard knot is provided with a main couple sun joint 5.7, the cloudy joint 5.8 of main couple, in order to connect strut between time stressed truss and truss.
Inferior stressed truss mainly bears the load of template and hanger when sharing the platform load, design according to the most unfavorable processing condition.The jack truss standard knot is provided with a jack truss sun joint 8.7, the cloudy joint 8.8 of jack truss, in order to connect strut between truss.
The effect of strut is to reduce the outer calculated length of the face of chord member of truss between truss, prevents that the chord member of truss slenderness ratio is excessive.The cross section of the chord member between truss on strut and time stressed truss is identical.
Referring to Figure 14-18, for the requirement of multi-form core tube shear wall construction is satisfied in the design that makes assembly type variable steel girder platform, and make assembly type variable steel girder platform assembled, so when design, need according to following flow arrangement by standard block as far as possible.The method for arranging of this assembly type variable steel girder platform is characterized in that: step 1, according to engineering plane situation, on drawing, set up the standard grid; Step 2, on drawing, draw core tube 1, make core tube 1 be positioned at the standard grid, and make more body of wall be positioned at the centre of two grid line as far as possible, adjust size of mesh opening then, the size that guarantees grid is that the multiple of standard size of mesh opening and the size that makes grid are complementary with the core tube, the plane grid that final formation is made up of standard grid and non-standard grid; Step 3, determine main stress truss 2 according to the space truss supporting point position; Step 4, determine time stressed truss 3, and grid line that will be useless is deleted according to the position of core tube 1; Step 5, at strut 4 between the adding truss between main stress truss and the main stress truss, between main stress truss and time stressed truss and between inferior stressed truss and time stressed truss, the Steel Space Truss platform that forms is converted into the space truss grid with the plane net ruling.
Assembly type variable steel girder platform is made up of strut between main stress truss, inferior stressed truss and truss.Wherein the main stress truss is assembled by main couple well byte point standard knot, main couple standard knot, the non-standard joint of main couple, and wherein the non-standard joint of main couple is identical with the structure of main couple standard knot, just the size difference; Inferior stressed truss is assembled by jack truss standard knot, the non-standard joint of jack truss, and the non-standard joint of jack truss is identical with the structure of jack truss standard knot, just the size difference.
The maximum characteristics of assembling Steel Space Truss platform are to have enough to meet the need use, and the connection of inter-module must possess dismountable performance for this reason.Consider that simultaneously member mismachining tolerance, steel truss downwarp etc. are unfavorable for the factor of platform assembly and disassembly, follow the basic principle below answering when connected mode designs: main stress truss span and the load that bears are all bigger, in order to prevent that excessive deformation from appearring in the main stress truss, and then influence the assembly unit of jack truss and the normal use of construction, the main stress truss should possess enough intensity and rigidity, the distortion of junction should not occur; Inferior stressed truss span and the load that bears are less, can allow certain downwarp, but deformation extent should not influence the normal use of hanger, template, or cause between truss strut to install; Strut may be set up between the main stress truss, between the stressed truss of primary and secondary and between inferior stressed truss between truss, need consider when strut connects design between truss that the situation of inclination appears in strut between truss that the difference of different truss distortion causes.
Referring to Figure 19-22, the assemble method of this assembly type variable steel girder platform, it is characterized in that: step 1, main couple standard knot 5 is connected together with main couple well byte point standard knot 7 with main couple standard knot 5, main couple standard knot 5 with bolt, gusset plate 6, form main stress truss 2, promptly between main couple well byte point standard knot, adding main couple standard knot (also can add the non-standard joint of main couple if desired) formation main stress truss.Step 2, between main couple standard knot 5 and main couple standard knot 5, be connected strut 4 between truss; Step 3, on main stress truss 2, connect jack truss standard knot 8(and also can add the non-standard joint of jack truss if desired), the final time stressed truss 3 of forming; Step 4, between the parallel jack truss standard knot 8, be connected strut 4 between truss between parallel main couple standard knot 5 and the jack truss standard knot 8.
Claims (5)
1. assembly type variable steel girder platform, be supported on the core tube (1), be formed by fixedly connecting by the shaped steel truss, it is characterized in that: described shaped steel truss is by main stress truss (2), strut (4) is formed between inferior stressed truss (3) and truss, wherein main stress truss (2) is detachably connected and is formed by main couple standard knot (5) and main couple well byte point standard knot (7) gusset plate (6) and the bolt by having screw, described stressed truss (3) removably connected by a section jack truss standard knot (8) head and the tail and forms, and inferior stressed truss (3) is detachably connected between two main stress truss, and strut between described truss (4) is detachably connected between two parallel main couple standard knots, between two parallel jack truss standard knots and between parallel the main couple standard knot and jack truss standard knot;
Described main couple standard knot (5) comprises that the end has the main couple upper chord (5.1) of screw, the end has the main couple lower chord (5.2) of screw and is welded to connect at interval the vertical web member of main couple (5.3) between main couple upper chord and main couple lower chord, diagonal member is to connecting four main couple diagonal brace web members (5.4) between two vertical web members of main couple (5.3), the infall of four main couple diagonal brace web members (5.4) connects main couple node web (5.5), and the both sides of main couple upper chord (5.1) and main couple lower chord (5.2) also have been welded to connect a main couple sun joint (5.7) and the cloudy joint (5.8) of main couple;
Described main couple well byte point standard knot (7) comprises that the end has the groined type lower chord (7.2) that the groined type upper chord (7.1) of screw, end have screw and four well bytes being welded to connect between four nodes of four nodes of groined type upper chord (7.1) and groined type lower chord (7.2) are put vertical web member (7.3), put between the vertical web member (7.3) diagonal member two well bytes and put oblique web member (7.4) to connecting four well bytes, the infall that four well bytes are put oblique web member (7.4) connects well byte point web (7.5);
Described jack truss standard knot (8) comprises jack truss upper chord (8.1), jack truss lower chord (8.2), be welded to connect the perpendicular web member (8.3) of jack truss between jack truss upper chord and jack truss lower chord, the diagonal angle intersects and to be connected the jack truss diagonal web member (8.4) between the perpendicular web member (8.3) of two jack truss and the jack truss node web (8.9) at jack truss diagonal web member (8.4) node place, the both sides of the both sides of jack truss upper chord (8.1) and jack truss lower chord (8.2) all have been welded to connect a jack truss sun joint (8.7) and the cloudy joint (8.8) of jack truss, and the two ends of the two ends of jack truss upper chord (8.1) and jack truss lower chord (8.2) all have been welded to connect jack truss sun head (8.5) and the cloudy head of jack truss (8.6);
Strut between described truss (4) includes mobile jib (4.3), and an end of mobile jib has been welded to connect strut sun head (4.1) between truss, and the other end of mobile jib has been welded to connect the cloudy head of strut (4.2) between truss.
2. assembly type variable steel girder platform according to claim 1, it is characterized in that: be connected with main couple between the two ends of described main couple standard knot (5), main couple upper chord (5.1) and the main couple lower chord (5.2) and be connected otic placode (5.6), be connected with well byte point between the outer end of described main couple well byte point standard knot (7), groined type upper chord (7.1) and the groined type lower chord (7.2) and be connected otic placode (7.6).
3. assembly type variable steel girder platform according to claim 1, it is characterized in that: described main couple upper chord (5.1) is i iron with main couple lower chord (5.2), and described groined type upper chord (7.1) is made of welded connection by i iron with groined type lower edge (7.2).
4. the method for arranging of any described assembly type variable steel girder platform among the claim 1-3 is characterized in that:
Step 1, according to engineering plane situation, on drawing, set up the standard grid;
Step 2, on drawing, draw core tube (1), make core tube (1) be positioned at the standard grid, and make more body of wall be positioned at the centre of two grid line as far as possible, adjust size of mesh opening then, the size that guarantees grid is that the multiple of standard size of mesh opening and the size that makes grid are complementary with the core tube, the plane grid that final formation is made up of standard grid and non-standard grid;
Step 3, determine main stress truss (2) according to the space truss supporting point position;
Step 4, determine time stressed truss (3), and grid line that will be useless is deleted according to the position of core tube (1);
Step 5, at strut (4) between the adding truss between main stress truss and the main stress truss, between main stress truss and time stressed truss and between inferior stressed truss and time stressed truss, the Steel Space Truss platform that forms is converted into the space truss grid with the plane net ruling.
5. the assemble method of any described assembly type variable steel girder platform among the claim 1-3 is characterized in that:
Step 1, main couple standard knot (5) is connected together with main couple well byte point standard knot (7) with main couple standard knot (5), main couple standard knot (5), form main stress truss (2) with bolt, gusset plate (6);
Step 2, between main couple standard knot (5) and main couple standard knot (5), be connected strut between truss (4);
Step 3, go up to connect jack truss standard knot (8) at main stress truss (2), the final time stressed truss (3) of forming;
Step 4, between the parallel jack truss standard knot (8), be connected strut between truss (4) between parallel main couple standard knot (5) and the jack truss standard knot (8).
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101906820A (en) * | 2010-07-29 | 2010-12-08 | 中建三局建设工程股份有限公司 | System capable of constructing in vertical structure and horizontal structure simultaneously in core tube |
| CN102094524A (en) * | 2010-12-28 | 2011-06-15 | 山东万鑫建设有限公司 | Construction method of high-altitude large-span beam-slab template steel support system |
| CN102277901A (en) * | 2011-05-09 | 2011-12-14 | 重庆中瑞鑫安实业有限公司 | Self-clamping supporting member and truss using same |
| CN102392492A (en) * | 2011-09-28 | 2012-03-28 | 江苏科技大学 | Lattice steel structure node connecting device |
| CN105544862A (en) * | 2016-01-21 | 2016-05-04 | 正太集团有限公司 | Splitting-type large-span steel truss |
| CN106284839A (en) * | 2016-08-04 | 2017-01-04 | 上海理工大学 | A kind of Crossing brace parallel truss flooring |
| CN107012951A (en) * | 2016-01-28 | 2017-08-04 | 上海宝冶工程技术有限公司 | The connecting joint structure and method of main couple and jack truss in space tube truss |
| CN107060095A (en) * | 2017-03-29 | 2017-08-18 | 沈阳建筑大学 | A kind of overall top module system platform universal architecture of combined type |
| CN111038645A (en) * | 2020-01-02 | 2020-04-21 | 中国船舶工业集团公司第七0八研究所 | Truss type detachable and deformable bulwark structure |
| CN111677259A (en) * | 2020-06-11 | 2020-09-18 | 北京城建十六建筑工程有限责任公司 | High-rise Bailey truss cantilever construction method |
| CN114525877A (en) * | 2022-03-31 | 2022-05-24 | 陕西建工第九建设集团有限公司 | Stadium combined roof based on large-cantilever inclined triangular truss and construction method |
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| CN101906820A (en) * | 2010-07-29 | 2010-12-08 | 中建三局建设工程股份有限公司 | System capable of constructing in vertical structure and horizontal structure simultaneously in core tube |
| CN101906820B (en) * | 2010-07-29 | 2013-12-04 | 中建三局建设工程股份有限公司 | System capable of constructing in vertical structure and horizontal structure simultaneously in core tube |
| CN102094524A (en) * | 2010-12-28 | 2011-06-15 | 山东万鑫建设有限公司 | Construction method of high-altitude large-span beam-slab template steel support system |
| CN102094524B (en) * | 2010-12-28 | 2012-07-04 | 山东万鑫建设有限公司 | Construction method of high-altitude large-span beam-slab template steel support system |
| CN102277901A (en) * | 2011-05-09 | 2011-12-14 | 重庆中瑞鑫安实业有限公司 | Self-clamping supporting member and truss using same |
| CN102392492A (en) * | 2011-09-28 | 2012-03-28 | 江苏科技大学 | Lattice steel structure node connecting device |
| CN105544862A (en) * | 2016-01-21 | 2016-05-04 | 正太集团有限公司 | Splitting-type large-span steel truss |
| CN107012951A (en) * | 2016-01-28 | 2017-08-04 | 上海宝冶工程技术有限公司 | The connecting joint structure and method of main couple and jack truss in space tube truss |
| CN107012951B (en) * | 2016-01-28 | 2023-09-29 | 上海宝冶工程技术有限公司 | Connection node structure and method for main truss and secondary truss in space pipe truss |
| CN106284839A (en) * | 2016-08-04 | 2017-01-04 | 上海理工大学 | A kind of Crossing brace parallel truss flooring |
| CN106284839B (en) * | 2016-08-04 | 2019-01-01 | 上海理工大学 | A kind of parallel truss flooring of Crossing brace |
| CN107060095A (en) * | 2017-03-29 | 2017-08-18 | 沈阳建筑大学 | A kind of overall top module system platform universal architecture of combined type |
| CN111038645A (en) * | 2020-01-02 | 2020-04-21 | 中国船舶工业集团公司第七0八研究所 | Truss type detachable and deformable bulwark structure |
| CN111677259A (en) * | 2020-06-11 | 2020-09-18 | 北京城建十六建筑工程有限责任公司 | High-rise Bailey truss cantilever construction method |
| CN111677259B (en) * | 2020-06-11 | 2021-09-28 | 北京城建十六建筑工程有限责任公司 | High-rise Bailey truss cantilever construction method |
| CN114525877A (en) * | 2022-03-31 | 2022-05-24 | 陕西建工第九建设集团有限公司 | Stadium combined roof based on large-cantilever inclined triangular truss and construction method |
| CN114525877B (en) * | 2022-03-31 | 2023-06-20 | 陕西建工第九建设集团有限公司 | Stadium combined roof based on large cantilever inclined triangular truss and construction method |
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