CN202031246U - Roof truss framework of steel structure construction - Google Patents
Roof truss framework of steel structure construction Download PDFInfo
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- CN202031246U CN202031246U CN2011200479075U CN201120047907U CN202031246U CN 202031246 U CN202031246 U CN 202031246U CN 2011200479075 U CN2011200479075 U CN 2011200479075U CN 201120047907 U CN201120047907 U CN 201120047907U CN 202031246 U CN202031246 U CN 202031246U
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Abstract
本实用新型提供一种钢结构建筑物的屋架构架。成对地以反坡度配置在人字形屋顶的屋脊两侧的上弦杆(40、40)彼此以夹着屋脊梁(50)而彼此倚靠的状态与所述屋脊梁(50)接合。利用双柱(22)支承各上弦杆(40)的中间部，该双柱(22)竖立设置在构成人字形屋顶的底边的系梁(20)上。由此，获得在屋脊的正下方没有脊瓜柱的具有宽阔空间的屋架构架。使夹着屋脊梁(50)的两侧的上弦杆(40、40)的屋脊端部分别以屋脊梁(50)的大致一半的宽度载架在屋脊梁(50)的上表面上，利用上下方向的螺栓将上弦杆(40、40)拼接在屋脊梁(50)上。
The utility model provides a roof frame of a steel structure building. Top chords (40, 40) arranged in pairs on opposite sides of the ridge of the gable roof are joined to the ridge beam (50) in a state of leaning against each other with the ridge beam (50) interposed therebetween. The middle portion of each top chord (40) is supported by double columns (22) erected on tie beams (20) constituting the bottom edge of the gable roof. Thereby, a roof frame having a wide space without a spine right below the ridge is obtained. The ridge ends of the upper chords (40, 40) on both sides of the ridge beam (50) are placed on the upper surface of the ridge beam (50) with approximately half the width of the ridge beam (50) respectively, using the upper and lower The bolts in the direction splice the upper chord (40,40) on the ridge beam (50).
Description
Technical field
The utility model relates to a kind of roof truss framework with the steel construction on herringbone roof.
Background technology
(Japanese: the herringbone roof that both sides Dong) are provided with pitched roof is made of such roof truss framework shown in Figure 15 mostly at ridge.This roof truss framework with following structure as grown form, promptly, dispose the binder (roof beam) 102 on the base that constitutes the herringbone roof along direction between beam, king post (Japanese: Dong bundle) (kingpost truss) 101 that utilizes setting to be arranged on binder 102 central authorities is supported on the top with ridge pole 105, upper chord (the Japanese: the beam of putting the palms together before one) 104 be erected between ridge pole 105 and the binder 102 of the hypotenuse on herringbone roof will be constituted, under larger-size situation between beam, utilize the mid portion of twin columns 106 supporting upper chords 104.
Variation as the herringbone roof that utilizes this kind roof truss framework, also known ridge dislocation roof (makes bigger double pitch roof be provided with difference of height with less double pitch roof ridge separately and roof that the pitched roof of a side is connected continuously, Japanese: Dong as shown in Figure 2
い room root), (part owing to the building main part is cut the roof shorter than another side, inclined plane that makes the herringbone roof of being located at the building main part as shown in Figure 3 on the short type in part roof, Japanese: cover a roof with straw げ room root on the I) and local extension type roof (as shown in Figure 4, make the roof of building main part arrive the roof that appendage ground extends, Japanese: cover a roof with straw ろ room root under the I continuously).Ridge dislocation roof is such types of roofs, that is, main herringbone roof (big roof) is connected with the lower herringbone roof (little roof) with pitched roof, this pitched roof from the pitched roof of a side midway to the opposition side inclination that descends.Local short type roof and local extension type roof are arranged on the asymmetrical types of roofs of length of pitched roof of the both sides of ridge pole.The difference that is called local short type roof or is called local extension type roof depends on skeleton constructional different of supporting upper chord and other braces.
In the roof truss framework of steel construction, in binder, ridge pole and upper chord etc., adopt i iron usually.The junction surface that ridge pole that is made of i iron and upper chord engage, the soffit of girder of ridge pole (Japanese: the end plate that side ウ エ Block) is overlapping to have the end with upper chord to be welded together, utilize horizontal direction the bolt splicing (Japanese:
Ru) their lap.Utilize more general bolt will clip ridge pole the soffit of girder both sides upper chord end plate each other jointly the splicing.
In ridge dislocation roof, the side butt of the ridge pole on little roof and the upper chord of the gable end that is positioned at big roof.In this junction, also make the end plate of ridge pole on little roof overlapping usually with the side of the soffit of girder of the upper chord on big roof, utilize the bolt of horizontal direction to splice.
In addition, in short type roof, part and local extension type roof, shorter or long with the upper chord and other the brace of a side engagement of ridge pole than the upper chord that engages with the opposite side of ridge pole and other braces, so utilize special vertical truss sides to support the eaves end of either party's upper chord.Upper chord also utilizes bolt to splice with the junction surface of the member engages that constitutes above-mentioned vertical truss sides basically.
In the roof truss framework of such steel construction shown in Figure 15, king post is erect and is arranged on the highest middle body in the nexine space, roof.Thereby, be sitting room, accommodation space etc. even want with roof nexine space utilization, the ease of use in nexine space, roof also can be influenced greatly by king post.When wanting outside air, exterior light are incorporated under the situation of roof nexine on the gable peristome being set, also have to avoid to be positioned at the king post ground configuration peristome under the ridge, therefore be difficult to guarantee bigger aperture area.Consider this situation, wish to have a kind of roof truss framework that can guarantee broad nexine space, roof and also help being provided with bigger peristome.
In addition, the operation that the steel structure member that utilizes bolt will constitute the roof truss framework is engaged with each other is such operation, that is, and on one side with the crane member of slinging, to be formed on one side the bolt hole contraposition on the mating face of member, and keep this state ground that bolt is inserted on this mating face then and carry out fastening.Carrying out this kind operation in the eminence of foothold inconvenience needs energy, time, also with danger.During such operation of carrying out at the top on herringbone roof particularly that upper chord with ridge pole and these ridge pole both sides splices in the lump, the more difficult member contraposition each other that will sling by crane.For the junction that the surrounding member that is arranged on the special vertical truss sides on local short type roof and the local extension type roof and cooperate with above-mentioned truss sides engages, same laborsavingization that requires to engage operation.
The utility model content
The utility model is made in view of situation as described above, and its main purpose is to provide a kind of and also can reasonably supports the load on roof and guarantee the roof truss framework in broad nexine space, roof even without king post.And the utility model provides a kind of bolt that can utilize at short notice easily with the articulate joint construction in member of formation junction surface each other of this roof truss framework on the basis of this roof truss framework.
In order to achieve the above object, the roof truss framework of steel construction of the present utility model is characterised in that, for the upper chord that is configured in the ridge both sides on herringbone roof in couples with reverse bank, the state that this upper chord is leaned on each other to clip ridge pole each other engages with above-mentioned ridge pole, thereby do not use king post ground above-mentioned each upper chord of supporting and above-mentioned ridge pole, and twin columns are erect on the binder that is arranged on the base that constitutes above-mentioned herringbone roof, utilized the pars intermedia (technical scheme 1) of above-mentioned each upper chord of above-mentioned twin columns supporting.
On the basis of above-mentioned roof truss framework, above-mentioned ridge pole and in pairs and above-mentioned each upper chord that clips above-mentioned ridge pole constitute by i iron, ridge end at above-mentioned each upper chord is equipped with the outstanding inverted T-shaped carriage of along continuous straight runs by end plate, on the upper surface of flange of beam on the above-mentioned ridge pole, from both sides respectively with roughly half the width on the above-mentioned upper beam edge of a wing with the inverted T-shaped carriage carrier of above-mentioned each upper chord on this upper surface, utilize that the bolt splicing of above-below direction is above-mentioned goes up flange of beam and above-mentioned each inverted T-shaped carriage, thereby make above-mentioned each upper chord and above-mentioned ridge pole be engaged with each other (technical scheme 2).
In addition, on the basis of above-mentioned roof truss framework, setting up the wingceltis bar along along continuous straight runs between the upper chord of pitched roof configured in parallel, above-mentioned upper chord is made of i iron, above-mentioned wingceltis bar is made of i iron, or the constituting of the member that forms by 2 back-to-back configurations of C shaped steel, end at above-mentioned wingceltis bar is equipped with L shaped carriage by end plate, this L shaped carriage is outstanding along the bearing of trend of the soffit of girder of this wingceltis bar, and front end forms to the bending of the side of this soffit of girder, the side butt of the end of above-mentioned wingceltis bar and above-mentioned upper chord, utilize the bolt of horizontal direction that above-mentioned L shaped carriage is spliced on the soffit of girder of above-mentioned upper chord, and, on the wingceltis bar of the opposition side that the above-mentioned soffit of girder is erected at with being clipped in the middle above-mentioned upper chord, make the outstanding bending direction that is arranged on the L shaped carriage front end of this wingceltis bar end be on the roof slope direction oppositely, use the bolt different should splice on the soffit of girder of above-mentioned upper chord (technical scheme 3) by L shaped carriage with above-mentioned bolt.
In addition, on the basis of above-mentioned roof truss framework, the herringbone roof is the ridge dislocation roof that little roof is connected with the gable end on big roof, be positioned at big roof the gable end upper chord and constitute by i iron with the ridge pole on the little roof of the engage sides of this upper chord, end at the ridge pole on above-mentioned little roof is equipped with the outstanding inverted T-shaped carriage of along continuous straight runs by end plate, the side butt of the end of the ridge pole on above-mentioned little roof and above-mentioned upper chord, the upper surface of the following flange of beam of above-mentioned inverted T-shaped carriage and above-mentioned upper chord is overlapping, and by with the bolt splicing (technical scheme 4) of the direction of roof slope quadrature.
In addition, on the basis of above-mentioned roof truss framework, the herringbone roof is the length part short type roof different in the ridge both sides that is configured in the upper chord of ridge both sides in pairs, below the eaves end of the upper chord of lacking side, be formed with the eaves end bearing truss sides of the vertical that surrounds by eaves purlin and Duo Gen purlin post, above-mentioned eaves purlin links the top of above-mentioned purlin post along the purlin direction, above-mentioned purlin post erect be arranged on the binder or with the sleeper beam of above-mentioned binder quadrature on, utilize above-mentioned eaves end bearing truss sides to support the eaves end of the upper chord of above-mentioned short side (technical scheme 5).
In addition, on the basis of above-mentioned roof truss framework, the herringbone roof is following local extension type roof, promptly, the eaves end continued access of local extension's type beam (Japanese: cover a roof with straw ろ beam under the I) upper chord of a side in the upper chord that is configured in the ridge both sides in pairs and deck is extended downwards, below the eaves end of above-mentioned local extension type beam, be formed with the eaves end bearing truss sides of the vertical that surrounds by eaves purlin and Duo Gen pillar, above-mentioned eaves purlin links the top of above-mentioned pillar along the purlin direction, above-mentioned pillar is erect and is arranged on the beam or purlin member of lower floor, utilizes above-mentioned eaves end bearing truss sides to support the eaves end of above-mentioned local extension type beam (technical scheme 6).
In addition, on the basis of above-mentioned roof truss framework, binder, sleeper beam, eaves purlin, the beam of lower floor or any in purlin member and other structure members of setting up in the horizontal direction along the outer peripheral face of building have the wind resistance member, and this wind resistance member is to have added the auxiliary steel that are made of channel-section steel or T steel in the side of the soffit of girder of i iron along the member length direction to form.
Adopt the roof truss framework of steel construction of the present utility model, for the upper chord of two hypotenuses that constitute the herringbone roof each other, the state that leans on each other to clip ridge pole between this upper chord does not use king post ground to support this upper chord each other.Thus, the highest middle body is the broad space that does not have obstruction in the nexine space, roof, can be easy to this space applied flexibly be sitting room, accommodation space etc.On the gable wall on herringbone roof, under ridge, there is not king post, therefore can guarantee the aperture area of bigger gable face peristome.
In addition, rationalize, can prevent that a plurality of members from interfering with each other in each junction by making the steel work that constitutes this roof truss framework, thus also easily align member, carry out the bolton operation, improve application property greatly.
Description of drawings
Fig. 1 is the stereogram of schematic structure of the roof truss framework of expression double pitch roof.
Fig. 2 is the stereogram of schematic structure of the roof truss framework on expression ridge dislocation roof.
Fig. 3 is the stereogram of schematic structure of the roof truss framework on the local short type of expression roof.
Fig. 4 is the stereogram of schematic structure of the roof truss framework on expression local extension type roof.
Fig. 5 is the exploded perspective view of the joint construction that engages with upper chord of expression ridge pole.
Fig. 6 is the sectional side elevation of the joint construction that engages with upper chord of the above-mentioned ridge pole of expression.
Fig. 7 is the exploded perspective view of the joint construction of expression upper chord and wingceltis bar joint.
Fig. 8 is the vertical view of the joint construction of above-mentioned upper chord of expression and wingceltis bar joint.
Fig. 9 is the exploded perspective view of the joint construction that engages of the ridge pole on the upper chord on the big roof in the expression ridge dislocation roof and little roof.
Figure 10 is the sectional side elevation of the joint construction that engages of the ridge pole on the upper chord on the big roof in the above-mentioned ridge of the expression dislocation roof and little roof.
Figure 11 is the exploded perspective view of the joint construction of upper chord, sleeper beam and local extension's type beam joint in the expression local extension type roof.
Figure 12 is the sectional side elevation of the joint construction of upper chord, sleeper beam and local extension's type beam joint in the above-mentioned local extension of the expression type roof.
Figure 13 is the sectional side elevation of the joint construction of the upper chord of the short side in part (Japanese: cover a roof with straw げ Side on the I) in the short type roof, part and the eaves end bearing truss sides joint that supports this upper chord.
Figure 14 is the sectional view of the used example of the wind resistance member of the expression structure member that can set up in the horizontal direction for the outer peripheral face along building.
Figure 15 is the schematic diagram of basic structure of representing the roof truss framework on common in the past herringbone roof.
The specific embodiment
Below, with reference to description of drawings embodiment of the present utility model.
The basic structure of roof truss framework
Fig. 1 represents the schematic structure of roof truss framework of the double pitch roof of embodiment of the present utility model.
In this double pitch roof 10, utilize along the binder 20 of direction configuration between beam and constitute the bottom truss sides on roofs along the sleeper beam 30 of house beam length direction configuration.The upper chord 40 that constitutes the hypotenuse on herringbone roof disposes with reverse bank each other in couples in the both sides of ridge.The state that the ridge end (upper end) of each upper chord 40,40 leans on each other so that ridge pole 50 is clipped in the middle engages with ridge pole 50.The eaves end (bottom) of each upper chord 40 engages with binder 20 or sleeper beam 30.The pars intermedia of each upper chord 40 is supported by the twin columns 22 that setting is arranged on the binder 20.Between each upper chord 40,40 of house beam length direction devices spaced apart ground configuration parallel to each other, setting up wingceltis bar 60, and, be provided with the stull (Japanese: Block レ one ス) 70 of X font along pitched roof in order to improve the horizontal endurance of house beam length direction.Thus, formed the roof truss framework that below ridge pole 50, does not have the broad nexine space, roof of having of king post.
Fig. 2 represents the schematic structure of roof truss framework on the ridge dislocation roof of embodiment of the present utility model.This ridge dislocation roof 11 has following structure, that is, the lower cabin top 13 of the big roof 12 identical with double pitch roof shown in Figure 1 10 and ridge is connected in the mode of the pitched roof that has a side.At big roof 12 and cabin top 13 connecting portions that are connected, the end that cabin pushes up 13 ridge pole 51 is engaged in a side's of the gable end that is positioned at big roof 12 the mid portion of upper chord 40.Push up 13 sides at cabin equally, the pars intermedia of upper chord 40 is provided with the stull 70 of wingceltis bar 60, X font by twin columns 22 supportings between the upper chord 40,40 that separates along the house beam length direction.
Fig. 3 represents the schematic structure of the roof truss framework on short type roof, the part of embodiment of the present utility model.Short type roof, this part 14 has following structure, that is, the upper chord 41 that makes the side in the upper chord 40,41 that is configured in the ridge both sides in couples supports than the upper chord 40 of opposition side shortly.Eaves end below at the upper chord 41 of short side (local short side) is formed with by eaves purlin 32 and Duo Gen purlin post (Japanese: the eaves end bearing truss sides of 80 verticals that the surround purlin bundle), above-mentioned eaves purlin 32 is along the top of house beam length direction binding purlin post 80, and above-mentioned purlin post 80 is erect and is arranged on binder 20 or the sleeper beam 30.The eaves end carrier of the upper chord 41 of short side is bearing on this eaves end bearing truss sides.In the inboard of eaves end bearing truss sides, according to the stull 72 that need be provided with the X font.In addition, in order to overcome the horizontal force of direction between beam, between purlin post 80 and binder 20, be provided with diagonal brace 24.
Fig. 4 represents the schematic structure of roof truss framework on the local extension type roof of embodiment of the present utility model.This local extension type roof 15 has following structure, promptly, the eaves end of the upper chord 40 of the side in the upper chord 40,40 that is configured in the ridge both sides in couples has with local extension's type beam 42 continued accesses in the roughly the same cross section of upper chord 40 and the deck of a side is extended downwards.Below the eaves end of local extension's type beam 42, be formed with the eaves end bearing truss sides of the vertical that surrounds by eaves purlin 36 and Duo Gen pillar 82, above-mentioned eaves purlin 36 is along the top of house beam length direction binding pillar 82, and this pillar 82 is erect and is arranged on the beam 26 or purlin member 34 of lower floor.The eaves end carrier of local extension's type beam 42 is bearing on this eaves end bearing truss sides.In the inboard of eaves end bearing truss sides, according to the stull 74 that need be provided with the X font.In addition, in order to overcome the horizontal force of direction between beam, between the post 84 of pillar 82 and supporting binder 20, sleeper beam 30 also according to the stull 75 that is provided with the X font with needing.Promptly, this roof truss framework is following structure, promptly, at the outer side-lower of the roof truss framework of double pitch roof shown in Figure 1 10, be equipped with the unit (Japanese: the local extension of shape (Japanese: cover a roof with straw ろ under the I) portion's framework body ユ ニ Star ト) that the eaves end bearing truss sides by local extension's type beam 42 and this local extension's type beam 42 of supporting constitutes.
The joint construction that ridge pole engages with upper chord
Fig. 5 and Fig. 6 represent the detailed joint construction of ridge pole 50 and upper chord 40.All adopt i iron to constitute upper chord 40 and ridge pole 50.
The ridge end of upper chord 40 cuts off the ridge end of this upper chord 40 in the mode of vertical under the carrier state obliquely with respect to the material axis, end plate 401 is welded on the end face of this upper chord 40.And, the lateral surface of this end plate 401 by on the position of upper limb, by welding inverted T-shaped carriage 45 is installed.Inverted T-shaped carriage 45 comprises: 1 horizontal fish plate 451, and its along continuous straight runs under the carrier state of upper chord 40 is outstanding; A slice vertical floor 452, its central authorities on the width of horizontal fish plate 451 are upright.The width of horizontal fish plate 451 is the width more than the flange of beam width same degree with upper chord 40, and the height of vertical floor 452 is the height that upper limb can be more not outstanding than the last flange of beam 402 of upper chord 40.In addition, above-mentioned horizontal fish plate 451 and vertical floor 452, slightly littler from the outstanding outstanding size of end plate 401 than half width of the last flange of beam 502 of ridge pole 50.On horizontal fish plate 451, be formed with 2 bolts hole 453 across vertical floor 452 ground.
The horizontal fish plate 451 that makes inverted T-shaped carriage 45 and the upper surface of the last flange of beam 502 of ridge pole 50 are overlappingly from this upper chord 40 of the both sides of ridge pole 50 carrier.On flange of beam 502 on the ridge pole 50, also be formed with 21 group bolt hole 505 in both sides across the material axis of this ridge pole 50, at carrier under the state of upper chord 40, above-mentioned bolt hole 505 overlaps with bolt hole 453 on the horizontal fish plate 451 that is formed on above-mentioned inverted T-shaped carriage 45.Then, the downside inserting bolt 506 from the last flange of beam 502 of ridge pole 50 from upside clamp nut 507, thereby makes ridge pole 50 engage with upper chord 40.
Like this, the upper chord 40,40 that is configured in the ridge both sides is each other by the inverted T-shaped carriage 45 that is installed in ridge end separately, utilizes each half the width of the last flange of beam 502 of ridge pole 50 to engage with ridge pole 50 with the state that leans on each other.Thus, can not use the supporting of king post ground each upper chord 40,40 and ridge pole 50.
Adopt this joint construction, can carry out the operation of setting up of upper chord 40 in each side of ridge.The fixed operation of upper chord 40 be with inverted T-shaped carriage 45 carriers of upper chord 40 under the state on the upper surface of flange of beam 502 on the ridge pole 50, utilize bolt 506 to splice the operation of lap along the vertical direction.Thereby, easily the location, temporarily keep upper chord 40, also reasonably fastening bolt 506 and nut 507.
The joint construction that upper chord engages with the wingceltis bar
Fig. 7 and Fig. 8 represent the detailed joint construction of upper chord 40 and wingceltis bar 60.Upper chord 40 adopts i iron, and wingceltis bar 60 adopts i iron or makes nicked C shaped steel back-to-back engage the member that forms each other.
Make the end of wingceltis bar 60 and the end that material orthogonal axe ground cuts off this wingceltis bar 60, end plate 601 is welded on the end face of this wingceltis bar 60.And, on the lateral surface of this end plate 601, L shaped carriage 62 is installed by welding.L shaped carriage 62 comprises: protrusion tab 621, and its central authorities from end plate 601 are outstanding along the bearing of trend of the soffit of girder 604 of wingceltis bar 60; Joint fastener 622, it is crooked and extend to the side of the soffit of girder 604 of wingceltis bar 60 from front end of protrusion tab 621.The height of protrusion tab 621 and joint fastener 622 is to be accommodated in the last flange of beam 402 of upper chord 40 and the size between the following flange of beam 403.In addition, a half width of the flange of beam of the width of joint fastener 622 and wingceltis bar 60 (width of the flange of beam 602 of the C shaped steel of a side of formation wingceltis bar 60) about equally.On joint fastener 622, separate proper spacing ground along the vertical direction and be formed with 2 bolts hole 623.
The joint fastener 622 that makes L shaped carriage 62 and the soffit of girder 404 butt ground of upper chord 40 are configured in this wingceltis bar 60 the pars intermedia both sides of upper chord 40.On the soffit of girder 404 of upper chord 40, each with junction that wingceltis bar 60 engages on also be formed with 21 group bolt hole 405, these bolts hole 405 overlap with bolt hole 623 on the joint fastener 622 that is formed on L shaped carriage 62.Bolt 406 along continuous straight runs are inserted in these bolts hole 405,623, nut 407 is anchored on bolt 406 from opposition side, thereby upper chord 40 is engaged with wingceltis bar 60.
Here, when the both sides at 1 upper chord 40 engage respectively under the situation of wingceltis bar 60, for the wingceltis bar of facing across the soffit of girder 404 of upper chord 40 60,60 each other, the bending direction of joint fastener 622 of L shaped carriage 62 separately that makes this wingceltis bar 60 on the roof slope direction for oppositely disposing wingceltis bar 60,60 each other.Thus, the L shaped carriage 62 of each wingceltis bar 60 is engaged by mutually different bolt 406 on respectively different positions, so need not spend labour and time that the member with two sides' wingceltis bar 60 splices in the lump.
The joint construction that the upper chord on the big roof in the ridge dislocation roof engages with the ridge pole on little roof
Fig. 9 and Figure 10 represent the upper chord 40 on the big roof 12 in as shown in Figure 2 the ridge dislocation roof 11 and the detailed joint construction of the ridge pole 51 on cabin top 13.
The ridge pole 51 on the upper chord 40 on big roof 12 and cabin top 13 all adopts i iron.With the end of this ridge pole 51 of material orthogonal axe ground cut-out of the ridge pole 51 on cabin top 13, end plate 51 is welded on the end face of this ridge pole 51.And, on the lateral surface of end plate 511, inverted T-shaped carriage 52 is installed by welding.Inverted T-shaped carriage 52 comprises: 1 inclination fish plate 521, and it keeps outstanding from end plate 511 along continuous straight runs unchangeably along the angle of inclination of roof slope under the upright carrier state of the soffit of girder 514 of the ridge pole 51 on cabin top 13; 1 inclination floor 522, itself and inclination fish plate 521 add on the central upper surface of the width that is located at inclination fish plate 521 orthogonally.The width of inclination fish plate 521 is and the size of the roughly the same degree of flange of beam width of the ridge pole 51 on cabin top 13 that the height of inclination floor 522 is below the same degree of the width of inclination fish plate 521.In addition, these inclination fish plates 521 and inclination floor 522, be than one of the flange of beam width of the upper chord 40 on big roof 12 medium-sized size from the outstanding outstanding sizes of end plate 401.On inclination fish plate 521, be formed with 2 bolts hole (not shown) across inclination floor 522 ground.
The inclination fish plate 521 that makes inverted T-shaped carriage 52 makes the ridge pole 51 on cabin top 13 be connected to the pars intermedia of the upper chord 40 on big roof 12 with the upper surface of the following flange of beam 403 of the upper chord 40 on big roof 12 overlappingly.On the following flange of beam 403 of the upper chord 40 on big roof 12, also be formed with 21 group bolt hole (not shown), at carrier under the state of ridge pole 51 on cabin top 13, this bolt hole overlaps with bolt hole on the inclination fish plate 521 that is formed on above-mentioned inverted T-shaped carriage 52.And the upside inserting bolt 408 from the following flange of beam 403 of the upper chord 40 on big roof 12 from downside clamp nut 409, thereby makes the upper chord 40 on big roof 12 engage with the ridge pole 51 on cabin top 13.
Here, with under wingceltis bar 60 and the situation that the opposition side of the upper chord 40 on big roof 12 engages, this wingceltis bar 60 as shown in Figure 7 and Figure 8, the joint fastener 622 of L shaped carriage 62 that utilizes bolt 406 will be installed in the end of wingceltis bar 60 is bonded on the soffit of girder 404 of upper chord 40.That is to say, for the ridge pole 51 on the cabin top 13 of upper chord 40 configuration that clips big roof 12 and the wingceltis bar 60 of big roof 12 sides, use bolt 408 that ridge pole 51 is engaged with the following flange of beam 403 of the upper chord 40 on big roof 12, use bolt 406 that wingceltis bar 60 is engaged with the soffit of girder 404 of the upper chord 40 on big roof 12, therefore the junction surface of 2 members can not interfere with each other, and need not spend labour and time that 2 members are spliced in the lump yet.
The joint construction that joint construction/eaves purlin that upper chord engages with eaves purlin engages with local extension type beam
Figure 11 and Figure 12 represent to have the detailed joint construction of upper chord 40, eaves purlin 30 and local extension's type beam 42 in the roof truss framework on local extension type roof 15.These members all adopt i iron.
It is the structure of standard that the joint construction that the eaves end (bottom) of upper chord 40 engages with eaves purlin 30 has the joint construction that the ridge end with Fig. 5 and upper chord 40 shown in Figure 6 engages with eaves purlin 50.That is, with at carrier under the state of upper chord 40 mode of vertical cut off the ridge end of upper chord 40 obliquely with respect to the material axis, end plate 401 is welded on the end face of this upper chord 40.And, on the lateral surface of this end plate 401, inverted T-shaped carriage 46 is installed by welding.Inverted T-shaped carriage 46 comprises: 1 horizontal fish plate 461, and its along continuous straight runs under the carrier state of upper chord 40 is outstanding; A slice vertical floor 462, its central authorities on the width of horizontal fish plate 461 are upright.The width of horizontal fish plate 461 is the width more than the flange of beam width same degree with upper chord 40, and the height of vertical floor 462 is the height that upper limb can be more not outstanding than the last flange of beam 402 of upper chord 40.But the upper limb of vertical floor 462 that is arranged on the eaves end of upper chord 40 cuts off along the roof slope direction with being tilted.Above-mentioned horizontal fish plate 461 and vertical floor 462, slightly littler than half width of the last flange of beam 302 of eaves purlin 30 from the outstanding outstanding size of end plate 401.On horizontal fish plate 461, be formed with 2 bolts hole (not shown) across vertical floor 462 ground.
The horizontal fish plate 461 that makes inverted T-shaped carriage 46 and the upper surface of the last flange of beam 302 of eaves purlin 30 are overlappingly with the eaves end carrier of the upper chord 40 ridge side at eaves purlin 30.On flange of beam 302 on the eaves purlin 30, also be formed with 21 group bolt hole (not shown), at carrier under the state of upper chord 40, above-mentioned bolt hole overlaps with bolt hole on the horizontal fish plate 461 that is formed on above-mentioned inverted T-shaped carriage 46.Then, the downside inserting bolt 306 from the last flange of beam 302 of eaves purlin 30 from upside clamp nut 307, thereby makes eaves purlin 30 engage with upper chord 40.
In addition, the joint construction that engages with upper chord 40 of the eaves purlin 30 in the double pitch roof 10 that does not have portion of local extension's (Japanese: cover a roof with straw ろ under the I) as shown in Figure 1 is also identical with above-mentioned joint construction.In addition, the rectangle sheet material that has marked Reference numeral 27 in Figure 12 is with eaves purlin 30 and binder 20 articulate steel plates.
The ridge end of the joint construction that the upper end of local extension's type beam 42 and eaves purlin 30 engages and Fig. 5 and upper chord 40 shown in Figure 6 is identical with the joint construction that eaves purlin 50 engages.That is, identical with the ridge end of upper chord 40, also the outstanding inverted T-shaped carriage 45 of along continuous straight runs is installed in the upper end of local extension's type beam 42 by end plate 421.The horizontal fish plate 451 of this inverted T-shaped carriage 45 is overlapping with the upper surface of the last flange of beam 302 of eaves purlin 30, utilizes bolt 308 splicing eaves purlin 30 and the last flange of beams 302 that insert from downside.
Like this, utilize a half width of the last flange of beam 302 of eaves purlin 30 respectively, the eaves end of upper chord 40 and the upper end of local extension's type beam 42 are not engaged with eaves purlin 30 with not interfering with each other.Adopt this joint construction, can be on one side with upper chord 40, local extension's type beam 42 carriers on eaves purlin 30, carry out the operation of setting up of this upper chord 40, local extension's type beam 42 on one side, therefore can easily carry out positioning operation, the bolt 306 and the terminal operation of nut 307 and the terminal operation of bolt 308 and nut 309 of member.
The joint construction that upper chord in the local short type roof and eaves end bearing truss sides engage
Figure 13 represents to have the upper chord 41 of the short side (local short side) in the roof truss framework on local short type roof 14 and the detailed joint construction of the eaves end bearing truss sides that supports this upper chord 41.
On binder 20 that constitutes by i iron or eaves purlin 30, erect and be provided with the purlin post 80 that constitutes by i iron or other steel.End plate 801 splicings that utilize bolt 206 will be welded on the lower surface of purlin post 80 are fixed on the last flange of beam 202 of binder 20 grades.Carrier has the sleeper beam 32 that is made of i iron on this purlin post 80.Utilize bolt 806 that following flange of beam 323 splicings of sleeper beam 32 are fixed on the end plate 802, this end plate 802 is welded on the upper surface of purlin post 80.
The eaves end of the upper chord 41 that has been cut off identical with the joint construction of Figure 11 and eaves end shown in Figure 12, upper chord 40 and eaves purlin 30 shortly, for the horizontal fish plate 461 of giving prominence to the inverted T-shaped carriage 46 of the eaves end that is arranged on this upper chord 41 by end plate 411, utilize bolt 326 to splice after making this horizontal fish plate 461 and the upper surface of the last flange of beam 322 of sleeper beam 32 overlapping, thereby this upper chord 41 is engaged with sleeper beam 32.Utilize suitable pin joint structure that the upper end of diagonal brace 24 is engaged near the upper end of purlin post 80, make the bottom of diagonal brace 24 be engaged in the pars intermedia of binder 20.
In addition, the eaves end (bottom) of the local extension's type beam 42 in the local extension type roof 15 is also like this with the joint construction of the eaves end bearing truss sides of this eaves end of supporting, omits diagram.
The wind resistance member
Figure 14 is illustrated in binder 20, eaves purlin 30, sleeper beam 32, the beam 26 of lower floor or the embodiment of the wind resistance member on purlin member 34 and other structure members that can utilize in the roof truss framework of Fig. 1～as shown in Figure 4 in that the outer peripheral face along building sets up in the horizontal direction.When bigger blast acted on the lateral surface of above-mentioned structure member, under the effect of this blast, above-mentioned structure member produced horizontal flexible deformation, but this wind resistance member is the member that is used to reduce flexible deformation's amount of above-mentioned structure member.
(a) illustrative wind resistance member 9 is that the channel-section steel 92 that upper edge, two sides member length direction at the soffit of girder 914 of the i iron 91 that constitutes the structure member body has added as auxiliary steel forms among the figure.Channel-section steel 92 is that to make the whole height of the soffit of girder 924 be the general member about half of whole height of the soffit of girder 914 of i iron 91, make the soffit of girder 914 sides of slit opening towards i iron 91, make the height center of channel-section steel 92 and i iron 91 the height center-aligned add this channel-section steel 92.Consider and the cooperating of other members, set the width of the flange of beam 922,923 of channel-section steel 92 for following size, that is, make the lateral surface of the soffit of girder 924 of channel-section steel 92 can not reach the size of foreign side of outer rim of the flange of beam 912,913 of i iron 91.By welding i iron 91 is combined with the butt position of channel-section steel 92 butts.
In addition, (b) the wind resistance member 9 shown in the figure is that the T steel 93 that upper edge, the side member length direction at the soffit of girder 914 of the i iron 91 that constitutes the structure member body has added as auxiliary steel forms.T steel 93 has at the center of the soffit of girder 914 of the i iron 91 that constitutes the structure member the sectional dimension of these i iron 91 binary degree.Make the leg end 931 of T steel 93 be connected to that heart adds this T steel 93 in the height of the soffit of girder 914 of i iron 91, leg end 931 is combined with the butt position of the height center butt of the soffit of girder 914 by welding.
By utilizing above-mentioned wind resistance member 9, can improve the rigidity of the opposing blast of roof truss framework integral body.
Industrial applicibility
The utility model can preferably be utilized as the roof truss framework with the steel construction of the middle and small scale headed by the dwelling house.
Claims (7)
1. the roof truss framework of a steel construction, it is characterized in that, for the upper chord (40,40) that is configured in the ridge both sides on herringbone roof in couples with reverse bank, the state that this upper chord (40,40) leans on each other to clip ridge pole (50) each other engages with described ridge pole (50), do not use king post ground supporting each described upper chord (40,40) and described ridge pole (50)
And twin columns (22) are erect on the binder (20) that is arranged on the base that constitutes described herringbone roof, utilize described twin columns (22) to support the pars intermedia of each described upper chord (40).
2. the roof truss framework of steel construction according to claim 1 is characterized in that, ridge pole (50) and in pairs and each upper chord (40,40) that clips described ridge pole (50) constitute by i iron;
Ridge end at each described upper chord (40) is equipped with the outstanding inverted T-shaped carriage (45) of along continuous straight runs by end plate (401);
On the upper surface of the last flange of beam (502) of described ridge pole (50), the inverted T-shaped carriage (45) of each described upper chord (40) from both sides respectively with described roughly half the width carrier of flange of beam (502) of going up on this upper surface;
Utilize bolt (506) splicing described upward flange of beam (502) and each described inverted T-shaped carriage (45) of above-below direction, thereby each described upper chord (40) and described ridge pole (50) are engaged with each other.
3. the roof truss framework of steel construction according to claim 1 and 2 is characterized in that, is setting up wingceltis bar (60) along along continuous straight runs between the upper chord (40,40) of pitched roof configured in parallel;
Described upper chord (40) is made of i iron;
Described wingceltis bar (60) is made of i iron, or the member that is formed by 2 back-to-back configurations of C shaped steel constitutes;
End at described wingceltis bar (60) is equipped with L shaped carriage (62) by end plate (601), and this L shaped carriage (62) is outstanding along the bearing of trend of the soffit of girder (604) of this wingceltis bar (60), and front end forms to the side bending of this soffit of girder (604);
The side butt of the end of described wingceltis bar (60) and described upper chord (40), described L shaped carriage (62) utilize bolt (406) splicing of horizontal direction on the soffit of girder (404) of described upper chord (40),
And, be erected on the wingceltis bar (60) of opposition side of described upper chord (40) clipping the described soffit of girder (404), make the outstanding bending direction that is arranged on L shaped carriage (62) front end of this wingceltis bar (60) end be on the roof slope direction oppositely, this L shaped carriage (62) uses the bolt splicing different with described bolt (406) on the soffit of girder (404) of described upper chord (40).
4. the roof truss framework of steel construction according to claim 1 and 2 is characterized in that, the herringbone roof is the ridge dislocation roof (11) that little roof (13) is connected with the gable end on big roof (12);
Be positioned at big roof (12) the gable end upper chord (40) and constitute by i iron with the ridge pole (51) on the little roof (13) of the engage sides of this upper chord (40);
End at the ridge pole (51) on described little roof (13) is equipped with the outstanding inverted T-shaped carriage (52) of along continuous straight runs by end plate (511);
The end of the ridge pole (51) on described little roof (13) and the side butt of described upper chord (40), the upper surface of the following flange of beam (403) of described inverted T-shaped carriage (52) and described upper chord (40) is overlapping, and by with bolt (408) splicing of the direction of roof slope quadrature.
5. the roof truss framework of steel construction according to claim 1 and 2 is characterized in that,
The herringbone roof is the length part short type roof (14) different in the ridge both sides that is configured in the upper chord (40,41) of ridge both sides in pairs;
Be formed with the eaves end bearing truss sides of the vertical that surrounds by eaves purlin (32) and many purlin posts (80) in the eaves end below of the upper chord (41) of lacking side, described eaves purlin (32) links the top of described purlin post (80) along the purlin direction, described purlin post (80) erect be arranged on that binder (20) is gone up or with the sleeper beam (30) of described binder (20) quadrature on;
Utilize described eaves end bearing truss sides to support the eaves end of the upper chord (41) of described short side.
6. the roof truss framework of steel construction according to claim 1 and 2 is characterized in that,
The herringbone roof is following local extension type roof (15), this local extension type roof (15) is for to make the eaves end continued access of local extension's type beam (42) upper chord (40) of a side in the upper chord that is configured in the ridge both sides in pairs (40,40), and deck is extended downwards;
Be formed with the eaves end bearing truss sides of the vertical that surrounds by eaves purlin (36) and many pillars (82) in the eaves end below of described local extension's type beam (42), described eaves purlin (36) links the top of described pillar (82) along the purlin direction, and described pillar (82) is erect and is arranged on the beam (26) or purlin member (34) of lower floor;
Utilize described eaves end bearing truss sides to support the eaves end of described local extension's type beam (42).
7. the roof truss framework of steel construction according to claim 1 and 2 is characterized in that,
Binder (20), sleeper beam (30), eaves purlin (32), the beam (26) of lower floor or any in purlin member (34) and other structure members of setting up in the horizontal direction along the outer peripheral face of building have wind resistance member (9), and this wind resistance member (9) is to have added the auxiliary steel that are made of channel-section steel (92) or T steel (93) in the side of the soffit of girder (914) of i iron (91) along the member length direction to form.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200479075U CN202031246U (en) | 2011-02-25 | 2011-02-25 | Roof truss framework of steel structure construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200479075U CN202031246U (en) | 2011-02-25 | 2011-02-25 | Roof truss framework of steel structure construction |
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| CN202031246U true CN202031246U (en) | 2011-11-09 |
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| CN2011200479075U Expired - Lifetime CN202031246U (en) | 2011-02-25 | 2011-02-25 | Roof truss framework of steel structure construction |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103917725A (en) * | 2012-03-26 | 2014-07-09 | Sr系统有限责任公司 | Anti-torsion construction system providing structural integrity and seismic resistance |
| CN106522446A (en) * | 2016-12-22 | 2017-03-22 | 天津紫荆天工新材料科技有限公司 | Double frame truss type roof truss, attic roof truss system and construction method thereof |
| CN107905449A (en) * | 2017-12-19 | 2018-04-13 | 宁波邦达智能停车设备股份有限公司 | A kind of assembled roof truss of building body |
| CN108035471A (en) * | 2018-01-19 | 2018-05-15 | 辽宁工业大学 | Modularization cork wood structure gable trapezoidal plate and its installation method |
| CN108104348A (en) * | 2017-12-19 | 2018-06-01 | 宁波邦达实业有限公司 | The assembled architecture roof truss of nested type steel construction |
| CN110761468A (en) * | 2019-10-25 | 2020-02-07 | 汉尔姆建筑科技有限公司 | Building roof truss, building roof, supporting structure of building and building |
| CN111395622A (en) * | 2020-03-20 | 2020-07-10 | 淮安市淮宁钢结构有限公司 | Energy-saving environment-friendly assembled roof truss and assembling method thereof |
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- 2011-02-25 CN CN2011200479075U patent/CN202031246U/en not_active Expired - Lifetime
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| CN103917725B (en) * | 2012-03-26 | 2016-12-21 | Sr系统有限责任公司 | Structural integrity and the anti-torsion structure system of shock resistance are provided |
| CN103917725A (en) * | 2012-03-26 | 2014-07-09 | Sr系统有限责任公司 | Anti-torsion construction system providing structural integrity and seismic resistance |
| CN106522446B (en) * | 2016-12-22 | 2022-03-25 | 天津紫荆天工新材料科技有限公司 | Double-truss type roof truss, attic roof truss system and construction method thereof |
| CN106522446A (en) * | 2016-12-22 | 2017-03-22 | 天津紫荆天工新材料科技有限公司 | Double frame truss type roof truss, attic roof truss system and construction method thereof |
| CN107905449A (en) * | 2017-12-19 | 2018-04-13 | 宁波邦达智能停车设备股份有限公司 | A kind of assembled roof truss of building body |
| CN108104348A (en) * | 2017-12-19 | 2018-06-01 | 宁波邦达实业有限公司 | The assembled architecture roof truss of nested type steel construction |
| CN108035471A (en) * | 2018-01-19 | 2018-05-15 | 辽宁工业大学 | Modularization cork wood structure gable trapezoidal plate and its installation method |
| CN108035471B (en) * | 2018-01-19 | 2023-06-20 | 辽宁工业大学 | Modular light wood structure gable trapezoidal plate and its installation method |
| CN110761468A (en) * | 2019-10-25 | 2020-02-07 | 汉尔姆建筑科技有限公司 | Building roof truss, building roof, supporting structure of building and building |
| CN111395622A (en) * | 2020-03-20 | 2020-07-10 | 淮安市淮宁钢结构有限公司 | Energy-saving environment-friendly assembled roof truss and assembling method thereof |
| CN111395622B (en) * | 2020-03-20 | 2021-05-07 | 淮安市淮宁钢结构有限公司 | Assembled roof truss and assembling method thereof |
| CN114837483A (en) * | 2022-04-29 | 2022-08-02 | 北京建工集团有限责任公司 | High-low span portal steel frame building structure and construction process thereof |
| CN114837483B (en) * | 2022-04-29 | 2023-04-28 | 北京建工集团有限责任公司 | High-low span portal steel frame building structure and construction process thereof |
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Granted publication date: 20111109 |