CN102605885B - 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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- CN102605885B CN102605885B CN201210095464.6A CN201210095464A CN102605885B CN 102605885 B CN102605885 B CN 102605885B CN 201210095464 A CN201210095464 A CN 201210095464A CN 102605885 B CN102605885 B CN 102605885B
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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 construction level top, especially relate to the heavy construction sealing roof becoming with lightweight steel arch trussed frame.
Background technology
At present, in construction work, for centre, without pillar and span, at 100 meters, with interior small and medium construction engineering roof, mostly adopt steel work, space truss structure, suspended-cable structures etc. are used as the roof structure of sealing with the combination of rigid material rod member, and for centre without pillar and span on the roof of more than 100 meters large-scale construction engineerings (as sports palace, cultural and recreational centre, port and pier, large aircraft manufacture and park etc.), if still adopt above-mentioned small and medium construction engineering roof structure, will bring following problem: the one, because along with increase load-bearing main member size and the rod member cross section of span must increase, rod member own wt increases, could meet bending resistance to huge dead load integral frame like this, the technical requirements such as resistance to compression and amount of deflection, the 2nd, because rigid bar combination actuating system is complicated, difficulty of construction is large, it is high to require and structure more exists interdependency, if there is local failure or unstability in rod member or rod node wherein, 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 more fragile again, due to rod member weightening finish, construction engineering cost also increases greatly.Therefore, existing span, more than 100 meters, is not even mostly sealed on more than 200 meters heavy construction roofs.
Summary of the invention
The problem that can not seal for above-mentioned prior art central span on more than 100 meters heavy construction roofs, the invention provides a kind of supporting capacity strong, member good rigidly, shock resistance are high, 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 to be solved in the present invention is taked is: the heavy construction roof that described lightweight steel arch purlin forms comprises rectangle roof and rounded roof, described rectangle roof comprises the arch truss that parallel interval arranges, described rounded roof comprises the arch truss being radially crisscross arranged, described arch truss one end is movably arranged on concrete post, the other end is fixedly installed on concrete post, arch row frame is by underbeam, upper beam, suspension rod, brace and cable wire form, between upper beam and upper beam, be provided with purlin beam, described upper beam connects into circular arc by some short rectangle steels with bump slot structure and steel hinge pin, underbeam is formed by connecting by some short rectangle steel clamping plate and bolt, upper beam two ends are fixed on underbeam by tongue and groove gad, underbeam one end by steel cylinder can be on concrete post free-extension, the underbeam other end is fixedly on concrete post, described suspension rod is arranged between upper beam and underbeam, brace two ends and upper beam and underbeam are movably connected, described cable wire level is wrapped on underbeam, cable wire two ends are fixed on underbeam with wire rope tensioning device.
For rounded roof, in order to solve, numerous arch truss radially cross and the stressed problem of integral body of diameter range, and at upper beam center, intersection is provided with round steel dish, and upper round steel dish is provided with tenon seat, in tenon seat, be welded with positive tenon, described positive tenon is connected with upper beam by steel hinge pin; In underbeam center intersection, be provided with lower round steel dish, described lower round steel dish is welded and fixed connectedly by steel clamp with being connected the prominent body of steel, then adds linkage section sun wedge head and is connected with the cloudy cover of wedge of steel disk, connects the prominent body of steel and is fixedly linked with bolt and with steel clamp plate and underbeam.
In order further to improve daylighting degree, indoor air convection and the good looking appearance of rounded roof, in described rounded roof, being provided with can daylighting cloche and the skylight of ventilation, described skylight exceeds rounded roof face, and described skylight roofing is triangle folding face shape, in the end frame of skylight, is provided with induced draft fan.
It is vertical load to be become to the structure of horizontal load that the present invention has adopted arch truss, thereby the huge bending moment power of decomposition texture bending resistance, rounded roof upper beam by some long be 6 meters, cross section is that the aluminium alloys rectangle steel of 240 * 600mmm utilizes steel hinge pin to be connected, rectangle roof upper beam 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 steel hinge pin, rounded roof underbeam by some long be 6 meters, cross section is that the aluminium alloys of 200 * 600mmm utilizes steel clamp plate to be connected, every a tie point, vertical suspension rod is installed, bear underbeam power, between upper beam and underbeam, every a tie point, brace is installed, horizontal sextant angle is 30 degree, top concentrated force is born by brace, the vertical power of major part is converted into the horizontal force to underbeam, arch truss all resolves into vertical power the structure of horizontal force from structural entity to structure partial from links, contrast as calculated, arch truss reduces 19.5% than true arch structure upper beam aggregate level thrust, and underbeam aggregate level pulling force reduces 21%.
Arch truss of the present invention is arranged on concrete post by roller support, this be because: one when encircleing truss while bearing full load, upper beam pressurized horizontal direction can be extended, the 2nd, when the impact of arch truss climate produces thermal expansion and cold contraction, arch truss can produce thermal stresses and shrink and extend, the 3rd, while there is the power of shaking of earthquake generation, by tourelle, will there is the effect of dissolving to shaking force, make to encircle truss and can not produce and be subject to bearing constraint and destroy structure, thereby keep original rigidity and structural stability.
The advantage that the present invention has is:
One, roof structure is compact, lighter weight, and because arch truss is subject to vertical pressure less, thereby member section is relatively little, can reduce roof from weight,
Two, roof good rigidly, shock resistance is stronger, and structural stability is higher, energy anti-strong wind and earthquake,
Three, can save expenditure of construction, reduce construction cost, construct more convenient, can the reduction of erection time,
Four, can meet the instructions for uses such as stadium, cultural and recreational centre, port and pier and large aircraft roof,
Five, arch truss is independent stress system, and the interdependency of structure is less, and local influence overall structure is little.
Accompanying drawing explanation
Fig. 1 is the be rectangle layout plan on roof of the present invention,
Fig. 2 is the arch truss sectional structure schematic diagram for 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 schematic diagram 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 schematic diagram of Figure 10,
Figure 12 is the X-direction partial structurtes enlarged diagram of Figure 11,
Figure 13 is the H-H sectional structure schematic diagram of Figure 12,
Figure 14 is the Y-direction partial structurtes enlarged diagram of Figure 11,
Figure 15 is the K-K sectional structure schematic diagram 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 schematic diagram of Figure 16,
Figure 18 is the U-U sectional view of Figure 16.
In the drawings, 1, concrete post 2, upper beam 3, roof panel 4, brace 5, cable wire 6, underbeam 7, bolt 8, steel clamp plate 9, give and bury billet 10, steel cylinder 11, junction steel plate 12, tongue and groove gad 13, resistance moves steel prominent 14, steel hinge pin 15, wire rope tensioning device 16, upper sleeve pipe 17, nut 18, handle 19, adjusting screw(rod) 20, setting of casing 21, upper pedestal 22, upper round steel dish 23, lower round steel dish 24, tenon seat 25, sun 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 lighting plate 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 large chief's (directions X) is 270 meters, and wide (Y-direction) is 240 meters, and three, periphery is established respectively concrete post 1, and centre and right-hand member are without concrete post.At directions X, be provided with two rows, 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, 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, across spacing, is often 9 meters, totally 270 meters, in Y-direction, be provided with a row, this row is upper has 39 concrete posts across interior, totally 40 spacing, and concrete column section is 500 * 800, every spacing is 6 meters, totally 240 meters, on two concrete posts in the Y direction, be provided with arch truss 34, arch truss rise ratio is 0.05～0.08, get 0.05, encircleing truss middle part rise is 240 * 0.05=12 rice, described arch truss (shown in Fig. 2) is by upper beam 2, underbeam 6, roof panel 3, suspension rod 35, brace 4, cable wire 5 and wire rope tensioning device 15 form, arch truss is across Y-direction, arch truss span is 240 meters, described upper beam is circular arc, arc radius is 606 meters, and it is 6 meters by length, cross section is that the long square aluminium alloy of 250 * 600mm is formed by connecting (as shown in Figure 7) with bump slot structure and steel hinge pin 14, described underbeam is 6 meters, cross section is that 200 * 600mm rectangular aluminium alloy steel adds with steel clamp plate 8 and bolt 7 riveted joints be welded (as shown in Figure 5), described brace 4 becomes 30 degree angles with level, every 12 meters, be disposed between upper beam and underbeam, described brace is rigid structural member by upper sleeve pipe 16, setting of casing 20, adjusting screw(rod) 19, nut 17, handle 18 forms, the effective screw thread of upper cover is connected with the upper pedestal 21 of upper beam, setting of casing is connected with the lower base 31 of underbeam with screw thread, handle is housed on adjusting screw(rod), adjusting screw(rod) two ends are movably connected (as shown in Figure 4) by nut and setting of casing, described underbeam 6 one end are fixed by welding in giving on concrete post and bury on billet 9, other end movable supporting is on steel cylinder 10, steel cylinder is disposed on to give by design and buries on billet, give and burying in the open slot that billet is embedded in concrete post, on open slot, be provided with junction steel plate 11(as shown in Figure 6), on underbeam lower surface, be provided with resistance and move steel prominent 13, this resistance move steel prominent can control encircle truss in special feelings situation (as very large in stretched) can not exceed capital scope, underbeam two ends intersection on arch truss, at wedge shape space, embed tongue and groove gad 12, tongue and groove gad section is for ladder flute profile, its left end is provided with ladder platform, right-hand member is right angle, in the step trough of upper beam two ends, with tongue and groove form, be bumped into therebetween to play fixing upper and lower beam action.Make like this angle of upper beam and underbeam freely rotate, unlikely destruction structure (as shown in Figure 3).Cable wire 5 one end are wrapped in lower beam end semicircle groove, and the other end is strained and fixed (as shown in Figure 8 and Figure 9) with wire rope tensioning device 15, between upper beam and upper beam, are equipped with purlin beam 33 every 6 meters, and purlin beam is parallel with directions X, and spacing is 6 meters, is welded on upper beam.
Roof of the present invention LOAD FOR;
One, roofing load calculates: (270m * 240m roof system of take is example)
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 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, and snow load 0.75 kN/m2, adds up to 2.62 kN/m2, and 3, design factor
By permanent load partial safety factor 1.2 and structural safety significant coefficient, be decided to be 1.2, 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.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, the vertical power that brace produces underbeam: 203.73 * Sin30 °=101.9KN
The horizontal force that upper underbeam is produced: 203.73 * Cos30 °=176.43KN.
Underbeam calculates:
The long underbeam F=5.83 * 12+101.9=171.9 of every 12m kN
Bending moment force calculates (by brace lower end, being arranged in 12m counts across beam)
V=171.9/2=86?kN
M=86×6-1/2×5.83×6
2=411KV·M
The tension normal stress of underbeam lower limb
D=M/Wnin=411000/1/6 * 200 * 600
2=0.034N/mm
2<210N/mm
2(meeting)
Upper beam plunger arm point set lotus P=203.73+171.9=375.63KN
Upper beam-ends V
a=375.63 * 120/12+6.12 * 120=4490.7KN(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
The required resistance to compression sectional area=26096.3/0.21=124268mm of upper beam
2
b=124268/600
(h)=207mm
Establish in fact 240 * 600mm(and consider lateral bending factor, therefore b is strengthened)
Underbeam stretching resistance is calculated:
Because brace is that left and right half is across being arranged symmetrically with, opposite direction, therefore the horizontal force that brace produces underbeam, cancel out each other and disregard, only count the horizontal force that beam is produced by M in. underbeam is set as b * h=200 * 600, and coefficient is reduced in the cross section of holing on stretching resistance=0.21 * 200 * 600 * 0.95(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 and vertical suspension rod because of each contact place load less, the problems such as its cross section easily design solution, therefore structural calculation is omitted, but should illustrate in detail the structure of brace and construction sequence: because brace is stiffening member, after upper beam stress, the brace strong point can not sink automatically, if do not sunk, can affect the whole arching action of circular arch trusses, be can close contact between each segmental arc, thereby affect the formation of whole arch power, for solving this difficult problem, brace adjusting program is: when arch truss assembling is shaped, brace is fixed by citation form, when roofing element is installed, along with load constantly increases, upper beam pressurized starts to sink, in work progress, brace should be adjusted to length at random, make at any time upper beam keep level and smooth camber line, after when the whole dead loads in roof are abound with, rotary handle is temporarily pinned, in case there is people's rotating screw bolt again, impact for roofing later stage snow load on arch truss, can be after completing roof panel, press national snow load distribution map in code for structural design, by corresponding area snow load value, on each arch truss, back position is given pressure by line formula cloth and snow load equivalence concentrated load by row by arch truss, regulate brace length.Finally again rotary handle is pinned.
Four, ensure the technical measures of overall space rigidity and stability:
1, wide to (depth to) size 240M for house, waiting hall, wherein 39 posts (post b * h=500 * 800) are changed direction and are not retrained in the length in house, the height of post is larger again, its capital displacement does not add control, obviously unfavorable to the overall space rigidity in house, in order to make up this defect, now in end, the house standard width of a room in an old-style house, establish general molten steel plane frame work 41, steel truss is wide is 5-7 rice, by shaped steel brace and vertical rod, formed, by pylon frame steel, being welded in each post gives and burying on iron, another frame is very large because making somebody a mere figurehead span, should do arching truss form, 6 meters of left and right of rise, by truss build-in in linking house length in the reinforced concrete beam of all posts, so just can make that house is wide effectively to be linked to post to all posts and house length, control width to the displacement of post.
2, from 2. axle of house, every 3 row arch truss be one group with vertical intersection angle steel supporting jointing (being commonly called as bridging), there is the bridging standard width of a room in an old-style house, each standard width of a room in an old-style house She San road bridging, its depth to position is, in span centre portion (the highest arrow point place), establish 1 road, 1 road, respectively apart from span centre point 40M place, is respectively established in both sides, bridging upper end and upper beam welding, the underbeam welding of lower end and adjacent arch truss, the bridging lower end of lower-cord beam, weldering horizontal corner steel connecting rod, connecting rod is from one end, house to the other end, all the standard width of a room in an old-style house is all established, and bridging and horizontal brace should meet rigidity requirement.
3, house two newel posts, the post everywhere that up cross section diminished from cornice absolute altitude to b * 500 * 560 is determined capital absolute altitude by each respective point absolute altitude of arch truss upper beam, between capital, water radian reinforced concrete beam as arch truss upper beam, in beam, in steel purlin beam position, establish to give and bury iron, two ends standard width of a room in an old-style house purlin beam, one end is welded in to give and buries on iron, the other end is welded on arch truss upper beam, full roof system steel purlin beam is all welded on upper beam, by above measure, can ensure the overall space rigidity in house and the stability of arch truss.
4, control after 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(is doubly)
The reduction coefficient of tabling look-up is Φ=0.62, so should do reinforcement processes, treating method is in each distance 2000 both sides, place of upper beam contact, angle steel brace is set, the other end is welded on purlin lower flange of girder edge, oblique 45 ° of weld spacing upper beam 2000(), bending coefficient is 2000/240=8.33 like this, press standard ratio≤8 without buckling, can.
Here be noted that for arch-type structure have now more bridge engineering to adopt true arch structure, its citation form is an arch that ratio of rise to span is larger, by the huge bridge pier opposing in two ends horizontal thrust, divides into vertical suspension rod the horizontal beam of bridge floor is lifted stressed at arch.But the situation on house of using has larger difference, because too huge bearing can not be established in house, so can only lean on the horizontal thrust of lower-cord beam and cable wire opposing upper beam.
Five, the circular roof design of example two diameter 240m arch purlin formula
Condition: certain circular sports palace, establish Spectator Seating around, require daylighting, well-ventilated, requires thermal insulation ，Yin Shi this area landmark building, and is the public building that the crowd is dense, require handsome in appearance, tool characteristic.
Mentality of designing overview:
1, adopt arch purlin formula shelf structure as main stress member.2, roof adopts diameter 96m dome double-layer glass, green or blue tinted glass for surface layer, and lower floor's simple glass, available little stainless steel square tube is set up another slope moulding, for anti-hail is pounded cullet, can be at the stainless steel wire guard of establishing on glass.
2, part grandstand concrete cylinder 42 can be stretched extremely than the low 1.0-1.5m of bow member upper beam corresponding site absolute altitude, so around apart from outside nearby (15m left and right), condition by purlin beam elevation difference, form the moulding of polylith triangle combination roofing, make whole roof be petal-shaped, 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, D3.5m left and right stainless steel ball on an empty stomach again changes on large ball, large ball is done stringcourse type drip around, keeping away look rainwater flow to and connects steel disk top along ball, on establish 15 meters high metal flagpoles, the double lightning rod of doing.All the other part roofings are laid lightweight heat-proof, waterproof roof boarding.
Roof structure calculates:
Calculate coefficient of colligation and design of material intensity 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 being fan-shaped between two arch truss, circular arc outer edge chord length is 31m, and circle centre position is O, purlin beam length 9m place I63b section steel beam, 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 weight)/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 large, purlin beam is corresponding, and large (the above person of length 12m, employing truss-like purlin beam, therefore 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 upper beam: calculate general formula P=corresponding position purlin beam load area * q(and be omitted for economizing length computational process)
Apart from 6m place, the center of circle 1. number for, P following (each connecting point position is shown in the 3rd page, figure) everywhere
Now establish odd number point brace support is set, the collection lotus on this aspect is not counted in end reaction, and even number point arranges vertical suspension rod.
Underbeam calculates: (setting temporarily beam section b * h=220 * 600), 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 the collection lotus average of No. 1-14), every 12m level deadweight section passes suspension rod vertical force and is:
5.13 * 12=61.6KN brace descends beam vertical force:
Each corresponding odd number point set lotus * sin30 of F=
0c (1/2).
Following each odd number point set lotus descends 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
Upper beam deadweight Q=27 * 0.24 * 0.6 * 1.44 * 1.05(arc growth factor)=5.88KN/m
V
a=4555.8+5.88 * 120+(27 * 3.14 * 1
2* 0.6+27 * 3.14 * 1.1
2* 0.6) * 1/2 * 1.1 (central steel disk connects steel weightening finish coefficient)=5323.2KN
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 that brace produces upper beam:
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
The required sectional area of upper beam: 26293/0.21=12505mm
2b=125205/600=208.7mm
Establish in fact square-section, b * h=240 * 600 steel (b is widened to 240, is to consider favourable anti-lateral bending).
Three, to lower-cord beam total pulling force, because brace is left and right two and half across being symmetrical arranged, oblique opposite direction.The horizontal force that it produces underbeam.Cancel each other, therefore disregard the power that underbeam is produced.
The pulling force that underbeam is produced, the horizontal thrust only producing for upper beam M: 23829KN, lower beam section is set as: b * h=220 * 600
Stretching resistance=0.21 * 220 * 600=27720KN>23829KN, in case underbeam is configured with something incosiderate in construction, separately 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 middle part has the steel disk of connection to hinder, cable wire can not be led directly to, therefore be designed to first rope from the end face of lower-cord beam, for not making numerous drag-lines, at middle part, collide, therefore the every adjacent frame of all the other arch truss, improves 40mm by drag-line absolute altitude, this roof system is that 12 rows are encircleed truss, be divided into 12 absolute altitude drag-lines, bending so can not overlap.
2, hole and reeve in steel cable one end on arch trusses, and the other end welds high-strength (wire bolt seat) (meeting bending resistance shearing resistance requirement), after arch truss is shaped and installs, by tensioning cable 20KN power.After upper load is abound with, arched girder can extend toward two ends pressurized from now on, and cable wire is fully stressed.
Seven, circle centre position connects steel disk design:
Because arch truss is that sagittal plane is arranged, because all encircleing truss, all in the center of circle, cross, mutually meet and discuss, make upper and lower beam cannot form entire compression, the stretching resistance of full diameter bow member.How effectively to connect two radiuses across being the problem that should properly settle.The author is designed to upper beam connecting overall steel disk and underbeam integrated connection steel disk in position, the center of circle now, make it to avoid the circle centre position change meeting point of underbeam, upper and lower whole steel disk, resistance to compression or the tension section area sum of underbeam should be distinguished >=be gone up to circle outer arc place section area, meeting under the prerequisite of section area and tie-beam structure and physical dimension, its steel disk diameter should be as far as possible little, on around steel disk, the junction of underbeam, be desirably most and steel disk monoblock cast, but consider to joint outer end diameter very large, one comes molding casting more difficult, two also inconvenience transportations while constructing, install, therefore adopt the method for separately acquiring, connect structure and requirement.
Eight, spatial stability
1, arch truss upper beam pressurized is resisted perverted technical measures with described in example one.
2, overall space stability: establish vertical cross support between arch truss, two halves are across establishing altogether 4 roads apart from center of circle 15m, 45m place respectively, and upper end is welded in upper beam, lower end is welded in adjacent underbeam, and 12 framed bents all link.Should meet rigidity requirement, all underbeam, vertically supports lower end part, is welded in underbeam level links with shaped steel.
Claims (2)
1. the heavy construction roof that a lightweight steel arch purlin forms, it comprises rectangle roof, described rectangle roof comprises the arch truss (34) that parallel interval arranges, it is characterized in that: described arch truss one end is movably arranged on concrete post (1), the other end is fixedly installed on concrete post, arch row frame is by underbeam (6), upper beam (2), suspension rod (35), brace (4) and cable wire (5) form, between upper beam and upper beam, be provided with purlin beam (33), described 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 by some short rectangle steel clamping plate (8) and bolt (7), upper beam two ends are fixed on underbeam by tongue and groove gad (12), underbeam one end by steel cylinder (10) can be on concrete post free-extension, the underbeam other end is fixed on concrete post, described suspension rod is arranged between upper beam and underbeam, brace two ends and upper beam and underbeam are movably connected, described cable wire level is wrapped on underbeam, cable wire for two ends wire rope tensioning device (15) be fixed on underbeam.
2. the heavy construction roof that a lightweight steel arch purlin forms, it comprises rounded roof, described rounded roof comprises the arch truss (34) being radially crisscross arranged, it is characterized in that: described arch truss is by underbeam (6), upper beam (2), suspension rod (35), brace (4) and cable wire (5) form, described underbeam one end is movably arranged on concrete post (1), the other end is fixedly installed on concrete post, described 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 by some short rectangle steel clamping plate (8) and bolt (7), upper beam two ends are fixed on underbeam by tongue and groove gad (12), underbeam one end by steel cylinder (10) can be on concrete post free-extension, the underbeam other end is fixed on concrete post, described suspension rod is arranged between upper beam and underbeam, brace two ends and upper beam and underbeam are movably connected, described cable wire level is wrapped on underbeam, cable wire for two ends wire rope tensioning device (15) be fixed on underbeam, in the middle of roof, be provided with one and connect steel disk, described connection steel disk comprises round steel dish (22) and lower round steel dish (23), upper round steel dish periphery is provided with tenon seat (24), tenon seat and upper round steel dish are an integral body or are combined into integral body, in tenon seat, be welded with positive tenon (25), between sun tenon and upper beam, be set to tongue and groove structure, tongue and groove structural steel hinge pin (14) is connected and fixed positive tenon and upper beam, top, joint, upper beam center is provided with glass roof (30), the corresponding underbeam of lower round steel dish periphery is provided with steel disk convex body (32) on position, between lower round steel dish and underbeam, be provided with and be connected the prominent body (26) of steel, connecting the prominent body of steel one end is weldingly connected by steel clamp (29) and steel disk convex body, connecting the prominent body other end of steel is connected with underbeam with steel clamp plate (8) by bolt (7).
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| CN108625549B (en) * | 2018-07-18 | 2024-04-19 | 天津天一建设集团有限公司 | Wind pressure resistant construction system and construction method for building external eave special-shaped decorative sheet |
| CN109518809B (en) * | 2018-12-27 | 2024-01-09 | 上海市机械施工集团有限公司 | 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 |
| CN112031242B (en) * | 2020-08-31 | 2021-08-24 | 广东中博建设工程有限公司 | Steel structure truss string system roof ceiling structure and construction method thereof |
| 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 |
| 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 |
| 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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| CN1100770A (en) * | 1993-09-25 | 1995-03-29 | 阿尔弗莱德·A·伊 | Long span post-tensioned steel/concrete truss and method of making same |
| CN1405418A (en) * | 2002-07-23 | 2003-03-26 | 赵之娟 | Post-stretching prestressed concrete arch bar roof and its construction method |
| CN101260704A (en) * | 2008-04-11 | 2008-09-10 | 晟元集团有限公司 | Local double layer open chord spherical reticulated shell |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP3231071B2 (en) * | 1992-04-08 | 2001-11-19 | 川口 衛 | Dome shaped roof structure |
| JP3122915B2 (en) * | 1992-12-15 | 2001-01-09 | 株式会社竹中工務店 | Single layer truss roof push-up method |
| JP2006144482A (en) * | 2004-11-24 | 2006-06-08 | Shimizu Corp | Frame structure of structure |
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| CN1100770A (en) * | 1993-09-25 | 1995-03-29 | 阿尔弗莱德·A·伊 | Long span post-tensioned steel/concrete truss and method of making same |
| CN1405418A (en) * | 2002-07-23 | 2003-03-26 | 赵之娟 | Post-stretching prestressed concrete arch bar roof and its construction method |
| CN101260704A (en) * | 2008-04-11 | 2008-09-10 | 晟元集团有限公司 | Local double layer open chord spherical reticulated shell |
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