CN102605885A - Large-sized closed roof formed by light steel truss arch for building - Google Patents
Large-sized closed roof formed by light steel truss arch for building Download PDFInfo
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- CN102605885A CN102605885A CN2012100954646A CN201210095464A CN102605885A CN 102605885 A CN102605885 A CN 102605885A CN 2012100954646 A CN2012100954646 A CN 2012100954646A CN 201210095464 A CN201210095464 A CN 201210095464A CN 102605885 A CN102605885 A CN 102605885A
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Abstract
The invention discloses a large-sized closed roof formed by a light steel truss arch for a building, which comprises truss arch racks (34) of a rectangular roof and truss arch racks (34) of a circular roof. One end of each truss arch rack (34) is movably arranged on a corresponding concrete column (1) while the other end of the truss arch rack (34) is fixedly arranged on the corresponding concrete column (1), each truss arch rack consists of a lower beam (6), an upper beam (2), a suspender (35), an inclined rod (4) and a steel cable (5), a plurality of short rectangular steel bars are connected via steel hinge pins (14) to form each arc-shaped upper beam, a plurality of short rectangular steel clamp plates (8) are connected with bolts (7) to form each lower beam, two ends of each upper beam are fixed on the corresponding lower beam via tongue-and-groove steel wedges (12), one end of each lower beam can freely stretch and retract on the corresponding concrete column via a steel drum (10), the other end of each lower beam is fixed on the corresponding concrete column, and two ends of each inclined rod are movably connected with the corresponding upper beam and the corresponding lower beam. The roof is compact in structure, light in weight, fine in rigidity, high in anti-seismic capacity and structural stability, low in construction cost, convenient in construction and short in construction period, and can meet service requirements of a large-span stadium without struts in the middle, a culture and entertainment center, wharf, a large-sized airplane roof and the like.
Description
Technical field
The present invention relates to the construction level top, especially relate to the heavy construction sealing roof that becomes with lightweight steel arch trussed frame.
Background technology
At present; In construction work; There are not pillar and span at 100 meters roof structures that mostly adopt steel work, space truss structure, suspended-cable structure etc. to be used as sealing with interior small and medium construction engineering roof for the centre with the combination of rigid material rod member; And for not having pillar and span on the roof of the large-scale construction engineering more than 100 meters (like sports palace, entertainment center, port and pier, large aircraft manufacturing and park ground etc.) in the centre; If still adopt above-mentioned small and medium construction engineering roof structure; Will bring following problem: the one, because along with the increase load-bearing main member size and the rod member cross section of span must increase, the rod member own wt increases, and could satisfy technical requirementss such as bending resistance, resistance to compression and amount of deflection to huge dead load integral frame like this; The 2nd, because rigid bar combination actuating system is complicated; Difficulty of construction is big, require height and structure to have interdependency morely; If wherein local failure or unstability appear in rod member or rod node; Will cause promise rice chain reaction, adjacent structure loses dependence, even causes structural entity to collapse; Be that rigid bar combining structure shock resistance is fragile again, because the rod member weightening finish, construction engineering cost also increases greatly.Therefore, existing span is more than 100 meters, even the mostly not sealing on the heavy construction roof more than 200 meters.
Summary of the invention
To the problem that can not seal of above-mentioned prior art central span on the heavy construction roof more than 100 meters; It is strong to the invention provides a kind of supporting capacity, member good rigidly, shock resistance height, and overall structure stability is high; The interdependency of structure is less, the heavy construction sealing roof that cost is lower.
The technical scheme that the technical problem that the present invention will solve is taked is: the heavy construction roof that said lightweight steel arch purlin forms comprises rectangle roof and rounded roof; Said rectangle roof comprises the arch truss that parallel interval is provided with; Said rounded roof comprises the arch truss that radially is crisscross arranged, and said arch truss one end is movably arranged on the concrete post, the other end is fixedly installed on the concrete post, and arch row frame is made up of underbeam, upper beam, suspension rod, brace and cable wire; Be provided with the purlin beam between putting the beams in place and putting the beams in place; Said upper beam connects into circular arc by some short rectangle steels with bump slot structure and steel hinge pin, and underbeam is formed by connecting on some short rectangle steel clamping plate and bolt, and the upper beam two ends are fixed on the underbeam through the tongue and groove gad; Underbeam one end can freely stretch on the concrete post through the steel cylinder; The underbeam other end is fixedly on the concrete post, said suspension rod be arranged on put the beams in place and underbeam between, brace two ends and upper beam and underbeam are movably connected; Said cable wire level is wrapped on the underbeam, and the cable wire two ends are fixed on the underbeam with the cable wire tensioning apparatus.
For rounded roof; Numerous arch truss radially cross and the whole stressed problem of diameter range in order to solve, and intersection is provided with the round steel dish at the upper beam center, and last round steel dish is provided with the tenon seat; Be welded with positive tenon in the tenon seat, said positive tenon links to each other with upper beam through the steel hinge pin; Intersection is provided with round steel dish down at the underbeam center, and said round steel dish down is fixedly linked with being connected the prominent body welding of steel through the steel clamp, adds linkage section sun wedge head again and is connected with the cloudy cover of wedge of steel disk, connects the prominent body and function bolt of steel and is fixedly linked with steel clamping plate and underbeam.
In order further to improve daylighting degree, indoor air convection and the good looking appearance property of rounded roof; But said rounded roof is provided with the skylight of daylighting cloche and ventilation; Said skylight exceeds the rounded roof face, and said skylight roofing is triangle folding face shape, in the end frame of skylight, is provided with induced draft fan.
It is the structure that vertical load is become horizontal load that the present invention has adopted the arch truss; Thereby the huge bending moment power of decomposition texture bending resistance, rounded roof put the beams in place by some long be 6 meters, cross section is that the aluminium alloys rectangle steel of 240 * 600mmm utilizes the steel hinge pin to be connected; The rectangle roof put the beams in place by some long for by some long be 6 meters; Cross section is that the aluminium alloys brachmorphy steel of 220 * 600mmm utilizes bump slot structure to be connected with the steel hinge pin, the rounded roof underbeam by some long be 6 meters, cross section is that the aluminium alloys of 200 * 600mmm utilizes the steel clamping plate to be connected; Whenever vertical suspension rod is installed, is born underbeam power at a distance from a tie point; Between upper beam and underbeam, whenever brace is installed at a distance from a tie point; Horizontal sextant angle is 30 degree, and the top concentrated force is born by brace, and the vertical power of major part is converted into the horizontal force to underbeam; The arch truss all resolves into vertical power the structure of horizontal force from each link from the structural entity to the structure partial; Through calculating contrast, the arch truss reduces 19.5% than true arch structure upper beam aggregate level thrust, and underbeam aggregate level pulling force reduces 21%.
Arch truss according to the invention is arranged on the concrete post through roller support; This be because: one when encircleing truss when bearing full load; Upper beam pressurized horizontal direction can be extended, and the 2nd, when the arch truss received climatic effect to produce thermal expansion and cold contraction, the arch truss can produce thermal stresses and shrink and extend; The 3rd, when the power of shaking of earthquake generation takes place; To the effect of dissolving be arranged to shaking force through tourelle, and the arch truss can not produced receive the bearing constraint and the destruction structure, thereby keep original rigidity and structural stability.
The advantage that the present invention had is:
One, roof structure is compact, lighter weight, and because of the arch truss receives vertical pressure less, thereby member section is less relatively, can reduce the roof from weight,
Two, roof good rigidly, shock resistance is stronger, and structural stability is higher, ability anti-strong wind and earthquake,
Three, can save expenditure of construction, reduce construction cost, it is more convenient to construct, but the reduction of erection time,
Four, can satisfy instructions for uses such as stadium, entertainment center, port and pier and large aircraft roof,
Five, the arch truss is independent stress system, and the interdependency of structure is less, and the local influence overall structure is little.
Description of drawings
Fig. 1 is the be rectangle layout plan on roof of the present invention,
Fig. 2 is that arch truss sectional structure sketch map is used on the A-A rectangle roof of Fig. 1,
Fig. 3 is the Z-Z sectional structure enlarged diagram of Fig. 2,
Fig. 4 is the C-C sectional structure enlarged diagram of Fig. 2,
Fig. 5 is the N-N sectional structure enlarged diagram of Fig. 2,
Fig. 6 is the S-S sectional structure sketch map of Fig. 3,
Fig. 7 is the M-M sectional structure enlarged diagram of Fig. 2,
Fig. 8 is the layout enlarged diagram of cable wire on underbeam,
Fig. 9 is the F-F sectional view of Fig. 8,
Figure 10 is the layout plan on the rounded roof of the present invention,
Figure 11 is the B-B rounded roof arch truss sectional structure sketch map of Figure 10,
Figure 12 be the X of Figure 11 to the partial structurtes enlarged diagram,
Figure 13 is the H-H sectional structure sketch map of Figure 12,
Figure 14 be the Y of Figure 11 to the partial structurtes enlarged diagram,
Figure 15 is the K-K sectional structure sketch map of Figure 14,
Figure 16 is the sectional perspective structural representation of band of the present invention skylight rounded roof,
Figure 17 is the P-P sectional structure sketch map of Figure 16,
Figure 18 is the U-U sectional view of Figure 16.
In the drawings, 1, concrete post 2, put the beams in place 3, roof panel 4, brace 5, cable wire 6, underbeam 7, bolt 8, steel clamping plate 9, give bury billet 10, steel cylinder 11, connect steel plate 12, tongue and groove gad 13, resistance move that steel is prominent 14, steel hinge pin 15, cable wire tensioning apparatus 16, go up sleeve pipe 17, nut 18, handle 19, adjusting screw(rod) 20, setting of casing 21, upper pedestal 22, go up round steel dish 23, down round steel dish 24, tenon seat 25, positive tenon 26, connect the prominent body 27 of steel, induced draft fan 28, triangle frame 29, steel clamp 30, glass roof 31, lower base 32, steel disk convex body 33, purlin beam 34, arch truss 35, suspension rod 36, weld seam 37, glass plane skylight 38, skewback 39, annular concrete beam 40, groove 41, common horizontal steel truss 42, grandstand concrete cylinder.
The specific embodiment
Embodiment 1, and in Fig. 1-Fig. 9, Fig. 1 is the hangar on rectangle roof, and big chief's (directions X) is 270 meters, and wide (Y direction) is 240 meters, and three on periphery is established concrete post 1 respectively, and middle and right-hand member does not have the concrete post.Be provided with two rows at directions X, 31 concrete posts of every row, totally 30 standard widths of a room in an old-style house, concrete post 1 cross section is 1000 * 700, and wherein short bracket is made in roller support newel post, end both sides, top section, comprises that bracket, capital cross section length are 1200 millimeters, and whenever striding spacing is 9 meters, totally 270 meters; Be provided with a row in the Y direction, 39 concrete posts are arranged in striding on this row, totally 40 spacings, the concrete column section is 500 * 800, every spacing is 6 meters, totally 240 meters; On two concrete posts on the Y direction, be provided with arch truss 34, arch truss rise ratio is 0.05～0.08, gets 0.05; Then encircleing truss middle part rise is 240 * 0.05=12 rice, and said arch truss (shown in Figure 2) is made up of upper beam 2, underbeam 6, roof panel 3, suspension rod 35, brace 4, cable wire 5 and cable wire tensioning apparatus 15, and the arch truss is across the Y direction; Arch truss span is 240 meters, and said upper beam is circular arc, and arc radius is 606 meters; And be that 6 meters, cross section are the long square aluminium alloy of 250 * 600mm with bump slot structure and steel hinge pin 14 be formed by connecting (as shown in Figure 7) length; Said underbeam is 6 meters, and cross section is that 200 * 600mm rectangular aluminium alloy steel adds be welded (as shown in Figure 5) with steel clamping plate 8 and bolt 7 riveted joints, and said brace 4 becomes 30 degree angles with level; Whenever be arranged between upper beam and the underbeam at a distance from 12 meters intervals; Said brace is rigid structural member and is made up of last sleeve pipe 16, setting of casing 20, adjusting screw(rod) 19, nut 17, handle 18, on overlap effective screw thread and link to each other with the upper pedestal 21 of upper beam, setting of casing links to each other with the lower base 31 of underbeam with screw thread; Handle is housed on the adjusting screw(rod), and the adjusting screw(rod) two ends are through nut and setting of casing be movably connected (as shown in Figure 4); Said underbeam 6 one ends are fixed by welding in that giving on the concrete post buried on the billet 9, other end movable supporting is on steel cylinder 10; The steel cylinder is arranged on to give at interval by design and buries on the billet; Give and burying in the open slot that billet is embedded in the concrete post, open slot is provided with and connects steel plate 11 (as shown in Figure 6), and the underbeam lower surface is provided with resistance and moves steel prominent 13; This resistance move steel prominent can control encircle truss under special feelings situation (very big) as stretching can not exceed the capital scope; Underbeam two ends intersection on the arch truss embeds tongue and groove gad 12 at wedge shape space, and tongue and groove gad section is for ladder flute profile, its left end are provided with the ladder platform, right-hand member is the right angle; In the step trough of upper beam two ends, promptly be bumped into therebetween to play fixing beam action up and down with the tongue and groove form.Make the angle of upper beam and underbeam freely rotate unlikely destruction structure (as shown in Figure 3) like this.Cable wire 5 one ends are wrapped in down in the beam end semicircle groove, and the other end is strained and fixed (like Fig. 8 and shown in Figure 9) with cable wire tensioning apparatus 15, put the beams in place with put the beams in place between whenever be equipped with purlin beam 33 at a distance from 6 meters, the purlin beam is parallel with directions X, spacing is 6 meters, is welded on the upper beam.
Roof according to the invention LOAD FOR;
One, the roofing load calculates: (is example with 270m * 240m roof system)
1, the thick prefabricated lightweight heat-proof waterproof roof boarding of 120mm: 6kN/m
3* 012m=0.72kN/m2,
2, I63b shaped steel purlin beam: 131.5kg/m under the roof panel is converted into aluminium alloy and is: 131.5/10 * 2.7/7.85, and=4.52 kN/m, 4.52 * 9/6 * 9=0.75 kN/m2,
Furred ceiling 0.3 kN/m2; Other supports 0.1 kN/m2; Snow load 0.75 kN/m2; Add up to 2.62 kN/m2,3, design factor
Be decided to be 1.2 by permanent load partial safety factor 1.2 and structural safety significant coefficient, coefficient of colligation is 1.44,
Aluminium alloy tensile value and resistance to compression value: 0.21 kN/mm2, cable wire tension design load: 1.13 kN/mm2.
[0016]Three, load beam calculates
1, upper beam deadweight, 2.7 * 0.25 * 0.6 * 1.05 * 1.44=4.25 * 1.44=6.12 kN/m,
2, underbeam deadweight, 27 * 0.2 * 0.6 * 1.25 * 1.44=3.65 * 1.44=5.83 kN/m
3, each contact place concentrated load; 2.62 * 6 * 9 * 1.44=203.72 kN,
4, brace vertical power that underbeam is produced: 203.73 * Sin30 °=101.9KN
Horizontal force to last underbeam generation: 203.73 * Cos30 °=176.43KN.
Underbeam calculates:
The long underbeam F=5.83 of every 12m * 12+101.9=171.9 kN
Bending moment force calculates (being arranged in 12m by the brace lower end strides beam and count)
V=171.9/2=86?kN
M=86×6-1/2×5.83×6
2=411KV·M
The underbeam lower limb drawn normal stress
D=M/Wnin=411000/1/6 * 200 * 600
2=0.034N/mm
2<210Nmm
2(satisfying)
Upper beam plunger arm point set lotus P=203.73+171.9=375.63KN
Last beam-ends V
A=375.63 * 120/12+6.12 * 120=4490.7KN (the brace strong point is disregarded)
Upper beam span centre point
Mmax=4490.7×120-375.63×（12+24+36+48+60+72+84+96+108）-1/2×6.12×120
2=291980KN·M
Upper beam horizontal thrust H=M
In/ f
(rise)=291980/12=24332KN (formula derives from structural mechanics)
Each contact brace is caught beam horizontal force=176.43 * 120/12=1764.3KN
Upper beam horizontal thrust Σ=24332+1764.3=26096.3KN
Required resistance to compression sectional area=26096.3/0.21=124268mm puts the beams in place
2
b=124268/600
(h)=207mm
Establish 240 * 600mm (considering the lateral bending factor) in fact so b is strengthened
The underbeam stretching resistance is calculated:
Because brace is partly striden symmetric arrangement about being; In the opposite direction; So horizontal force that brace produces underbeam; To cancel out each other and disregard, only count the horizontal force that beam is produced by M in. underbeam is set at b * h=200 * 600, stretching resistance=0.21 * 200 * 600 * 0.95 (coefficient is reduced in the boring cross section on the beam)=23940KN
Still not enough pulling force=upper beam horizontal thrust H-underbeam stretching resistance=23952-23940=12KN
Set up 2-Φ 30 tension cable wires and link arch truss two ends: (each 1 of both sides)
For 2 Φ, 30 cable wire stretching resistance=1.13 * 3.14 * 15 are set up in insurance
2* 2=1597KN>12KN
Brace is less because of each contact place load with vertical suspension rod, and problems such as its cross section design solution easily, so structural calculation is omitted, but the structure and the construction sequence of brace is answered sets forth in detail: because brace is a stiffening member; Behind last beam stress, the brace strong point can not sink automatically, as not sinking, then can influence the whole arching action of circular arch trusses; Be can closely not contact between each segmental arc, thereby influence the formation of whole arch power, for solving this difficult problem, brace adjusting program is: when the assembling of arch truss is shaped; Brace is fixed by citation form, when roofing element is installed, along with load constantly increases; The upper beam pressurized begins to sink, and then should brace be adjusted length at random in the work progress, and making at any time puts the beams in place keeps level and smooth camber line; After when the whole dead loads in roof are abound with, rotary handle is temporarily pinned, in case people's rotating screw bolt is again arranged; For of the influence of roofing later stage snow load, can after completing roof panel, press national snow load distribution map in the code for structural design to the arch truss; Press corresponding area snow load value, the back position will be encircleed truss by line formula cloth and snow load equivalence concentrated load and given pressure by row, adjusting brace length on each arch truss.Again rotary handle is pinned at last.
Four, ensure the technical measures of overall space rigidity and stability:
1, wide to (depth to) size 240M for the house, waiting hall, wherein 39 posts (post b * h=500 * 800) are in the not constraint of changing direction of the length in house, and the height of post is bigger again; Its capital displacement does not add control, and is obviously unfavorable to the overall space rigidity in house, in order to remedy this defective; The standard width of a room in an old-style house is established general molten steel plane frame work 41 in the end, house at present, and steel truss is wide to be 5-7 rice, is made up of shaped steel brace and vertical rod; Lean on pylon frame steel to be welded in each post and give and burying on the iron, another frame is very big because of making somebody a mere figurehead span, should make the arch truss form; About 6 meters of rises; In linking house length in all reinforced concrete beams of post, so just can make the house wide to effectively linking to post at post and house length the truss build-in, the control width is to the displacement of post.
2, from the 2. axle in house, per 3 row's arch truss are one group and intersect angle steel support binding (being commonly called as bridging) with vertical, the bridging standard width of a room in an old-style house is arranged; Each standard width of a room in an old-style house is established three road bridgings, and its depth is to establish 1 road in span centre portion (the highest arrow point place) to the position; 1 road is respectively established respectively apart from span centre point 40M place in both sides, the bridging upper end and the welding of putting the beams in place; The underbeam welding of lower end and adjacent arch truss, the bridging lower end of lower edge beam, weldering horizontal corner steel connecting rod; One end is to the other end from the house for connecting rod, and all the standard width of a room in an old-style house is all established, and bridging and horizontal brace should satisfy rigidity requirement.
3, house two newel posts up confirm the capital absolute altitude with the cross section post that diminishes to b * 500 * 560 everywhere by arch truss each respective point absolute altitude of putting the beams in place from the cornice absolute altitude, water radian reinforced concrete beam as the arch truss is put the beams in place between capital; Establish to give in steel purlin beam position in the beam and bury iron, two ends standard width of a room in an old-style house purlin beam, an end is welded in to give and buries on the iron; The other end is welded on the arch truss upper beam; Full roof system steel purlin beam all is welded on the upper beam, through above measure, can ensure the overall space rigidity in house and the stability of arch truss.
4, behind the control upper beam pressurized, the perverted measure of the long range moment steel of every 6m:
The long 6m of square steel, wide 0.24m between every two point, ratio is: 6000/240=25 (doubly)
The reduction coefficient of tabling look-up is Φ=0.62, handles so should do reinforcement, and treating method is in each distance both sides, 2000 place of upper beam contact; The angle steel brace is set; The other end is welded on the purlin lower flange of girder edge, weld spacing upper beam 2000 (oblique 45 °), and bending coefficient is 2000/240=8.33 like this; By the no buckling in standard ratio≤8, can.
Here be noted that for arch-type structure have more bridge engineering to adopt the true arch structure now, its citation form is an arch that ratio of rise to span is bigger, by the huge bridge pier in two ends opposing horizontal thrust, divides into vertical suspension rod at arch and lifts the horizontal beam of bridge floor stressed.Situation has bigger difference on the house but use, because too huge bearing can not be established in the house, so the horizontal thrust that can only lean on lower edge beam and cable wire opposing to put the beams in place.
Five, the circular roof system design of routine two diameter 240m arch purlin formula
Condition: certain circular sports palace, establish Spectator Seating on every side, require daylighting, the well-ventilated requires thermal insulation, because of being this area's landmark building, and is the public building that the crowd is dense, require handsome in appearance, the tool characteristic.
The mentality of designing overview:
1, adopt arch purlin formula shelf structure as the main stress member.2, the roof adopts diameter 96m dome double-layer glass, and surface layer is with green or blue tinted glass, and lower floor uses simple glass, and available little stainless steel square tube is set up another sloping moulding, for anti-hail smashes glass, and can be at the stainless steel wire guard of establishing on glass.
2, can grandstand concrete cylinder 42 partly be stretched to hanging down 1.0-1.5m than bow member upper beam corresponding site absolute altitude, apart from the outside nearby (about 15m) so around is with the condition of purlin beam elevation difference; Form the moulding of polylith triangle combination roofing, make whole roof be petal-shaped, the positive bevel corner block can cover green or smalt; Increase indoor lighting, the above diameter of available 4.5m stainless steel ball is on an empty stomach pushed up in the center of circle, and empty stomach stainless steel ball again about D3.5m changes in the large ball games; Do stringcourse type drip around the big ball; Keep away the look rainwater and flow to along ball and connect the steel disk top, on establish 15 meters high metal flagpoles, the double lightning rod of doing.All the other are roofing laying lightweight heat-proof partly, waterproof roof boarding.
Roof structure calculates:
Calculate coefficient of colligation and material design strength with example one
One, roofing load
Roof panel 6KN/m * 0.12m=0.72KN/m
2, furred ceiling 0.3KN/m
2
Snow load 0.75 KN/m
2Add up to 1.77 KN/m
2(not comprising the deadweight of purlin beam)
Aluminium alloys purlin beam calculates: because of being fan-shaped between two arch truss, circular arc outer edge chord length is 31m, and circle centre position is O, and purlin beam length 9m uses the I63b section steel beam in the place, every m deadweight (looking into steel work book table) 131.5kg (13.15KN).
(13.15 * 9)/(6 * 9) * 1.1 (diagonal brace weightening finish coefficient)=2.41 KN/m
2
2.41 * 2.7 (aluminum ratio is heavy)/7.85 (iron)=0.83 KN/m
2
Because of the area of each section of roofing all different, the piece that area is little, its purlin beam is corresponding less, the piece that area is big, the purlin beam is corresponding, and big (the above person of length 12m, employing truss-like purlin beam is so can all press 0.83 KN/m
2Calculate, be more or less the same.）
Roofing calculates load and amounts to
Q=(1.77+0.83) * 1.44=2.6KN * 1.44 (coefficient of colligation)=3.74 KN/m
2
Two, each contact place point load of putting the beams in place: calculate general formula P=corresponding position purlin beam load area * q (being omitted) for economizing length computational process
1. number the 6m place is for apart from the center of circle, everywhere P (each connecting point position is seen the 3rd page in figure) as follows
Establish the odd number point at present the brace support is set, the collection lotus on this aspect is not counted in the end reaction, and the even number point is provided with vertical suspension rod.
Underbeam calculates: (setting beam section b * h=220 * 600 temporarily), deadweight=27 * 0.22 * 0.6 * 1.44=5.13KN/m
Brace descends beam vertical force F=240.55 * sin30
0C (1/2)=120.3KN (240.55 is 1-14 number collection lotus average), every 12m level deadweight section passes the suspension rod vertical force and is:
5.13 * 12=61.6KN brace descends the beam vertical force:
Each corresponding odd number point set lotus * sin30 of F=
0C (1/2).
Following each odd number point set lotus descends the beam vertical force:
The above-listed lotus P that respectively collects
2With corresponding each even number point set lotus P
1Add up to:
ΣP=4555.8KN
Deadweight Q=27 * 0.24 * 0.6 * 1.44 * 1.05 (arc growth factor)=5.88KN/m puts the beams in place
V
A=4555.8+5.88 * 120+ (27 * 3.14 * 1
2* 0.6+27 * 3.14 * 1.1
2* 0.6) (central steel disk connects steel weightening finish coefficient)=5323.2KN * 1/2 * 1.1
M
In=5323.2 * 120-(17.57 * 6+184.15 * 12+289.4 * 24+398.5 * 36+508.4 * 48+609 * 60+713 * 72+818 * 84+492.5 * 96+542.8 * 108)-1/2 * 5.88 * 120
2=638784-310500-42336=285948KNM
Horizontal thrust H=M/f (mid point rise)=285948/12=23829KN (formula derives from structural mechanics)
The horizontal force of brace to putting the beams in place and producing:
The odd number point: (105.1+175.2+250+320.5+387.9+457.2+528+299+332.5) * COS30
0(0.866)=2845.4 * 0.866=2464KN
Upper beam aggregate level power is: 23829+2464=26293KN
Required sectional area: 26293/0.21=12505mm puts the beams in place
2B=125205/600=208.7mm
Establish b * h=240 * 600 square-section steel (b is widened to 240, is to consider favourable anti-lateral bending) in fact.
Three, to lower edge beam total pulling force, because of brace is left and right two and half to stride and be symmetrical set, oblique is in the opposite direction.The horizontal force that it produces underbeam.Cancel each other, so disregard the power that underbeam is produced.
To the pulling force that underbeam produces, be merely the horizontal thrust that upper beam M produces: 23829KN, following beam section is set at: b * h=220 * 600
Stretching resistance=0.21 * 220 * 600=27720KN>23829KN, in case underbeam is configured with something incosiderate in the construction, other establishes 2 Φ, 32 cable wires, as safety rope (each 1 of beam both sides).
Six, the installation requirement of cable wire:
1,2 Φ, 32 steel cables, each 1 of girder steel both sides.Because the middle part has the steel disk of connection to hinder, cable wire can not be led directly to, so be designed to the end face of the first road rope from the lower edge beam; Collide at the middle part for not making numerous drag-lines; So the every adjacent frame of all the other arch truss then improves 40mm with the drag-line absolute altitude, this roof system is 12 row's arch truss; Then be divided into 12 absolute altitude drag-lines, bending so can not overlap.
2, steel cable one end is holed on the arch trusses and is reeved, and the other end then welds high-strength (wire bolt seat) (satisfying bending resistance shearing resistance requirement), and the arch truss after being shaped and installing gets final product tensioning cable 20KN power.After upper load was abound with, arched girder can extend by pressurized toward two ends from now on, and cable wire is fully stressed.
Seven, circle centre position connects the steel disk design:
Because of the arch truss is that the sagittal plane is arranged, all cross because of all encircleing truss in the center of circle, meet and discuss each other, make upper and lower beam can't form entire compression, the stretching resistance of full diameter bow member.How connecting effectively that two radiuses stride is the problem that should properly settle.Present the author is designed to the whole steel disk of upper beam connection and is connected steel disk with underbeam is whole in position, the center of circle, make it to avoid the circle centre position change meeting point of underbeam, whole up and down steel disk; The resistance to compression or the tension section area sum of underbeam should be distinguished >=gone up to circle outer arc place section area, and under the prerequisite that satisfies section area and tie-beam structure and physical dimension, its steel disk diameter should be as far as possible little; The junction of upper and lower beam is desirably and the steel disk monoblock cast, but considers that diameter is very big to the joint outer end most around the steel disk; One comes relatively difficulty of molding casting; Two also inconvenience transportations when constructing, install, so method, joint construction and requirement are acquired in employing in addition.
Eight, spatial stability
1, it is said with example one that arch truss upper beam pressurized is resisted perverted technical measures.
2, overall space stability: establish vertical cross support between the arch truss, two halves stride that 15m, 45m place establish 4 roads altogether apart from the center of circle respectively, and the upper end is welded in upper beam, the lower end is welded in adjacent underbeam, and 12 framed bents all link.Should satisfy rigidity requirement, all underbeam vertically supports lower end part, is welded in the underbeam level with shaped steel and links.
Claims (2)
1. a lightweight steel encircles the heavy construction roof that the purlin forms; It comprises rectangle roof and rounded roof, and said rectangle roof comprises the arch truss (34) that parallel interval is provided with, and said rounded roof comprises the arch truss (34) that radially is crisscross arranged; It is characterized in that: said arch truss one end is movably arranged on the concrete post (1), the other end is fixedly installed on the concrete post; Arch row frame is made up of underbeam (6), put the beams in place (2), suspension rod (35), brace (4) and cable wire (5), is provided with purlin beam (33) between putting the beams in place and putting the beams in place, and said upper beam connects into circular arc by some short rectangle steels with bump slot structure and steel hinge pin (14); Underbeam is formed by connecting on some short rectangle steel clamping plate (8) and bolt (7); The upper beam two ends are fixed on the underbeam through tongue and groove gad (12), and underbeam one end can freely stretch on the concrete post through steel cylinder (10), and the underbeam other end is fixed on the concrete post; Said suspension rod is arranged between upper beam and the underbeam; Brace two ends and upper beam and underbeam are movably connected, and said cable wire level is wrapped on the underbeam, and the cable wire two ends are fixed on the underbeam with cable wire tensioning apparatus (15).
2. the heavy construction roof that a kind of lightweight steel arch according to claim 1 purlin forms; It is characterized in that: intersection is provided with round steel dish (22) at the upper beam center; Last round steel dish is provided with tenon seat (24); Be welded with positive tenon (25) in the tenon seat, said positive tenon links to each other with upper beam through hinge pin (14); Intersection is provided with down round steel dish (23) at the underbeam center, and said round steel dish down is fixedly linked with being connected prominent body (26) welding of steel through steel clamp (29), the prominent body and function bolt (7) of said connection steel and and steel clamping plate (8) and underbeam be fixedly linked.
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| CN201210095464.6A CN102605885B (en) | 2012-04-02 | 2012-04-02 | Large-sized closed roof formed by light steel truss arch for building |
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| CN108625549A (en) * | 2018-07-18 | 2018-10-09 | 天津天建设集团有限公司 | The outer eaves abnormity cosmetic sheet Wind-Pressure Resistance construction system of building and construction method |
| CN109518809A (en) * | 2018-12-27 | 2019-03-26 | 上海市机械施工集团有限公司 | A kind of three-hinged arch |
| CN111733979A (en) * | 2020-07-02 | 2020-10-02 | 苏州中材建设有限公司 | Large-span steel truss structure of cement production line |
| CN112031242A (en) * | 2020-08-31 | 2020-12-04 | 广东中博建设工程有限公司 | Steel structure truss string system roof ceiling structure and construction method thereof |
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| CN113073763A (en) * | 2021-04-30 | 2021-07-06 | 中国林业科学研究院木材工业研究所 | Assembled orthogonal glued wood roof/bridge deck structure |
| CN114016607A (en) * | 2021-11-05 | 2022-02-08 | 赣州博泰钢结构工程有限公司 | Steel structure with high stability and use method thereof |
| CN114016607B (en) * | 2021-11-05 | 2022-11-25 | 赣州博泰钢结构工程有限公司 | Steel structure with high stability and use method thereof |
| CN115404990A (en) * | 2022-09-27 | 2022-11-29 | 中建钢构工程有限公司 | Construction method of cable bearing structure and construction method of gymnasium |
| CN115404990B (en) * | 2022-09-27 | 2023-07-07 | 中建钢构工程有限公司 | Construction method of cable bearing structure and construction method of gym |
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