CN201835509U - Supporting platform for closing of large-span building roof - Google Patents
Supporting platform for closing of large-span building roof Download PDFInfo
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- CN201835509U CN201835509U CN201020270098XU CN201020270098U CN201835509U CN 201835509 U CN201835509 U CN 201835509U CN 201020270098X U CN201020270098X U CN 201020270098XU CN 201020270098 U CN201020270098 U CN 201020270098U CN 201835509 U CN201835509 U CN 201835509U
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Abstract
The utility model discloses a supporting platform for the closing of a large-span building roof. The supporting platform comprises a frame body and a steel cable network, wherein the frame body consists of light beams (3) which are fixedly connected at intervals in a staggered manner; the periphery of the frame body is fixed on a truss (1); the steel cable network consists of steel cables (2) penetrating the light beams and are interwoven and tensioned at intervals; and clamping devices capable of integrating the steel cable network and the frame body are arranged on two sides of the steel cables penetrating the light beams. The supporting platform adopts a flexible structure, has reduced interdependency, has high strength and rigidity, can improve the earthquake resistance of a large-span structural engineering, has high safety factor, is convenient to construct, and has low construction cost of less than 5000 yuan/m2, which is much lower than the construction cost (40000 yuan/m2) of a supporting platform used in a conventional structural engineering with the span of 100m. The utility model has the most important characteristic that the supporting platform for roof load supporting and roof construction is provided for the closing of the large-span building roof, and solves the problem that the roof of pillar-free construction engineering with a large span of more than 100m can not be totally closed.
Description
Technical field
The utility model relates to building unit, especially relates to the support platform that is used for big span building roof sealing.
Background technology
At present, in construction work, mostly adopt steel work at 100 meters with interior small and medium construction engineering for no pillar and span, space truss structure, suspended-cable structure or thin shell structures etc. make up as the totally enclosed support platform in roof with the rigid material rod member, and for no pillar and span at the large-scale construction engineering more than 100 meters (as the stadium, the entertainment center, port and pier, the large aircraft manufacturing and park ground etc.), because above-mentioned large-scale construction engineering span is generally all more than 100 meters, must there be support platform on roof for this big span construction work in sealing, otherwise the roof sealing just is difficult to realize.The rigid material rod member that the support platform of this big span construction work roof sealing adopts existing small and medium construction engineering to use forms big span construction work roof and realizes that totally enclosed support platform all is difficult to reach technical requirements from design and construction, to making existing no pillar and span can not realize mostly that at the large-scale construction engineering more than 100 meters the roof is totally-enclosed.This is that the rod member cross section must increase because of the increase along with span, and the rod member own wt increases, and huge dead load integral frame is difficult to satisfy technical requirementss such as bending resistance, resistance to compression and amount of deflection; The 2nd, because rigid bar combination actuating system complexity, difficulty of construction is big, require height and structure to have interdependency, if 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.
The utility model content
Can not use rigid bar combination problem at no pillar and span in the prior art at large-scale construction engineering more than 100 meters, the utility model proposes and a kind ofly not only can be used for not having pillar and span and realize roof supported and totally-enclosed construction, but also can guarantee workmanship, reduce construction costs, improve the support platform of earthquake resistant engineering in large-scale span centre building more than 100 meters as the totally enclosed support platform in roof.
The technical scheme that the technical problems to be solved in the utility model is taked is: the described support platform that is used for big span building roof sealing comprises skeleton body and cable wire net, described skeleton body is formed by the lightweight beam that interleaved is fixedly linked, described skeleton body perimeter support is fixed on the truss, described cable wire net is formed by the cable wire that passes the lightweight beam and be interweaved at interval with stretch-draw, and the both sides of passing the lightweight beam at cable wire are provided with the clamping device that can make cable wire net and skeleton body form integral body.
Described clamping device comprises clamp and cable clamp, and the clamp symmetry embeds in the lightweight beam and uses cable clamp fixedly connected.
Described skeleton body adopts welding, riveted joint or alloy in lightweight junction plate to carry out fixedly connected formation by the lightweight beam, described clamp adopts the alloy in lightweight manufacturing, preferably be provided with bucker on described connecting screw rod and the cable clamp, described lightweight beam preferably uses the aluminium alloys i beam, also can adopt other alloy in lightweight i beam.
Support platform aufbauprinciple described in the utility model is: adopt the aluminium alloys i beam to form the skeleton body of a middle no shore supports, form the support platform of an aluminum steel rope skeleton combination on the truss around described skeleton body is supported on cable wire, the cable wire that it makes full use of weaving supports the aluminum alloy framework body, the aluminium alloys i beam weight that is adopted has only 34% of the common rail weight of same label, again having support platform suitable intensity and rigidity that i iron form at 300 meters with interior aluminum alloy framework body support platform in span, all is feasible from mechanical calculation and architectural engineering technology requirement.
In construction, lightweight beam with directions X and Y direction is connected to form matrix pattern aluminum alloy framework body with connecting screw rod and junction plate earlier, again cable wire is passed the lightweight beam of directions X and Y direction respectively, the mutual up and down weaving of cable wire, again truss is passed at the cable wire two ends, and at cable wire two ends connection chest expander, then elder generation is with the design pulling force of directions X tensioning cable to 70%, with cable clamp cable wire is connected with the lightweight beam is prefastened with clamp in the Y direction after the stretch-draw, then again with the design pulling force of Y direction tensioning cable to 100%, cable wire and lightweight beam are fastenedly connected with clamp and cable clamp at directions X after the stretch-draw, at last with directions X tensioning cable to 100% design pulling force, again that cable clamp is fastening, thus the support platform that an aluminum steel skeleton makes up formed.
The technique effect that the utlity model has is: the support platform weight per unit area of formed aluminum steel rope skeleton combination has only 34% of steel frame, alleviated the heavy burden of truss, formed support platform is flexible structure, interdependency reduces, have high intensity and rigidity, can improve the shock resistance of big span construction work, safety factor height; Not only easy construction of described support platform, and construction costs is low, every construction cost per square meter is lower than 0.5 ten thousand yuan, is 100 meters (40,000 yuan/m of construction work support platform costs than existing span
2) much lower.The utility model has been for the sealing of big span construction work roof provides the support platform of give support to a roof a load and a roof closure construction, solved that no pillar large span architecture engineering can not realize the totally enclosed problem in roof more than 100 meters.
Described aluminum steel skeleton support platform structural load force analysis:
1, Y is to the aluminum steel skeleton function of each spacing, between corresponding roof and support platform, be hinged with spacing and be 9 meters and be the inclined support bar of 30 ° of inclinations, thereby the load of room item can be decomposed into the vertical force of most horizontal force and 1/2, so just can alleviate the pressure at right angle on the support platform of aluminum steel skeleton combination.Also make simultaneously the roof form a whole arch bridge effect, improved the bending resistance ability to function of support platform.
2, though the support platform of aluminum steel rope skeleton combination is only born 1/2 vertical force in vertical direction, in order to improve the rigidity of support platform, the aluminum steel skeleton is provided with the suspension cable that links to each other with truss with the room item, B and the C place of Y 1/2 on width (103.5 meters) is provided with suspension cable respectively, B place and C place are at a distance of 63.5 meters, B place and truss and C place and item center, room are all at a distance of 20 meters, make between suspension cable and the truss and form English truss, two supporting seat surfaces in 103.5 meters are striden, have been set up like this, thereby increase the flexural strength of support platform, because span is bigger, therefore, steel frame only bears few part bending resistance, and most bending resistance is supported by the two-way cable wire net that sufficient counter-force is arranged, thereby guarantees that support platform has enough flexural strength guarantees.
3, English truss between compressive stress make a concerted effort to be enough to resist the inside drawing power of cable wire, thereby significantly reduce the horizontal force of truss because big span building depth of truss helps Design of Truss at least more than 18 meters.
4, because the support platform span of aluminum steel rope skeleton combination is big, it is crooked easily after tensioning cable is stressed, for this reason, when cable wire passes the aluminium skeleton, cable wire is connected with skeleton body with cable clamp with clamp, and is interweaved, make skeleton body and cable wire can form aluminum steel rope skeleton composite entity by cable wire, make by cable wire that skeleton body is stressed to be delivered on each root cable wire, strengthened the bending resistance of the support platform of aluminum steel rope skeleton combination so greatly.
Description of drawings
Fig. 1 is a support platform fragmentary top TV structure schematic diagram described in the utility model,
Fig. 2 is the P-P sectional structure schematic diagram of Fig. 1,
Fig. 3 is the local enlarged diagram of the I-I of Fig. 1,
Fig. 4 is the X-X sectional structure schematic diagram of Fig. 3,
Fig. 5 is the Y-Y sectional structure schematic diagram of Fig. 3,
Fig. 6 be the A of Fig. 4 to the TV structure schematic diagram,
Fig. 7 is the Z-Z plan structure schematic diagram of Fig. 5.
Fig. 8 is the utility model Y direction span local pressure figure,
Fig. 9 is the utility model Y direction load diagram,
Figure 10 is the suspension cable force diagram of English truss.
The specific embodiment
One, at Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5, Fig. 6, among Fig. 7, establish truss 1 around the construction work, truss adopts steel material or reinforced concrete post with sufficient intensity and rigidity to form, described truss directions X span is 270 meters, Y direction span is 207 meters, in 270 meters * 207 meters, there is not pillar, lightweight beam 3 adopts I63C# aluminium alloys i beam, the lightweight beam that can certainly adopt other alloy in lightweight to make, the lightweight beam mutual spacing of directions X and Y direction is 9 meters, directions X has 30 spacing, the Y direction has 23 spacing, be that directions X has 30 lightweight beams, the Y direction has 23 lightweight beams, the staggered skeleton body that is fixedly connected to form 270 meters * 207 meters of described aluminium alloys i beam, described truss intensity and rigidity should guarantee to bear the requirement of load of skeleton body of the stretch-draw of cable wire and design and construct, described skeleton body outer end is fixed on around the truss, being provided with 11 diameters in each span of directions X is 21.5 millimeters cable wire 2, being provided with 11 diameters in each span of Y direction is 26.5 millimeters cable wire 2, be intertwined to form the cable wire net between the described cable wire, described cable wire two ends are connected with tensioner (not drawing among the figure) after passing truss, adopt the L shaped junction plate 9 and high-intensity 8 fastening linking to each other of connecting screw rod of aluminium matter between the described lightweight beam 3, thereby form the aluminum alloy framework body, four of described connecting screw rods are symmetrical arranged, described junction plate thickness and connecting screw rod diameter calculate the diameter of contiguous block thickness and connecting screw rod according to engineering structures, certainly also can adopt aluminium welding or riveted joint that the lightweight steel is fastenedly connected, in each interval of 9 meters of directions X, be respectively arranged with 11 secured in parallel at truss one end and pass the cable wire 2 that lightweight beam (being provided with the cable wire hole on the lightweight beam) is fixed on the truss other end, in each 9 meters interval of Y direction, be provided with 11 secured in parallel from truss one end and pass the lightweight beam to the cable wire 2 that is fixed on the truss other end, the mutual up and down weaving of the cable wire of the cable wire of described directions X and Y direction, pass lightweight beam both sides at cable wire and be provided with clamp 10 up and down, described clamp is made with aluminium alloys, clamp one end is embedded in the lightweight beam 3 and uses cable clamp fixedly connected, the clamp other end extends on the cable wire, be fastenedly connected with cable clamp 11 between the clamp, use clamp and the fastening cable wire 2 of cable clamp in lightweight beam both sides.Can certainly adopt other form of structure to clamp device is fixed on cable wire on the skeleton body, be combined to form support platform 4 by above-mentioned skeleton body and cable wire, be arranged at intervals with suspension cable 7 around the described support platform and between the truss, suspension cable and roof and support platform form English truss, suspension cable and horizontal tilt angle are 8.5 degree, rely on support platform 4 that the roof 5 of various different enclosed constructions can be set on support platform, be arranged at intervals with the inclined support bar 6 that is 30 ° with hinge between roof and the support platform, the roof design of described sealing becomes value of slope to be not more than 3%, and (maximum tangent value is 0.03, maximum angle is 2 °, make the vertical force on roof resolve into horizontal force basically, the suffered vertical stressed reduction greatly of cable wire, horizontal direction force increases greatly, cable wire can be not recessed, thereby make aluminum steel skeleton support platform can keep enough intensity and rigidity all the time.Described roof is after the gradient is determined, its moulding can freely be selected, can be to fix totally-enclosedly, and also can be that opening-closing type is totally-enclosed etc.
Two, as Fig. 8, Fig. 9, shown in Figure 10:
The basic calculating of the support platform structure of described 207m * 270m aluminum steel rope skeleton combination:
1, the roof structure dead load is calculated: suppose that roof structure is that the thick heat retaining and insulated waterproof roof panel of aluminium alloy type steel rod elements and 100mm is formed, aluminium alloy type steel rod elements deadweight 2.7KN/m
2, the heavy 0.3KN/m of furred ceiling
2, snow load 0.75KN/m
2, roof panel deadweight 0.6KN/m
2
Add up to roof maximum weight q=2.7+0.3+0.75+0.6=4.35KN/m
2,
Whenever stride load=4.35 * 9 * 9=352.35KN.(9 meters * 9 meters grid spacings)
2, support platform is born a heavy burden (not comprising English truss and supported weight),
X and Y to skeleton adopt aluminium alloys i iron, I63C, 9 meters of the deadweight 0.485KN/m spans of tabling look-up, the Y direction has 23 to stride, and has whenever striden a skew cables, horizontal force and vertical force that each root inclined support bar bears
Horizontal force D=(352.35+0.51 * 9) * COS30 ° ≈ 309KN
Vertical force P=(352.35+0.51 * 9) * sin30 ° ≈ 178.5KN
Skeleton body is subjected to aggregate level component=305 * 11=3399KN (force direction points to and strides the end)
Skeleton body I63C aluminium alloys lightweight beam, deadweight=0.485KN/M * 1.1=0.53KN (comprising annexes such as clamp)
The vertical every 178.5KN of place of point load * 11 (locating)
Evenly distributed load aluminium beam deadweight 0.53KN/m
3, Y is to partly striding the skeleton body calculation of Bending Moment:
P=178.5KN, fixed-end moment is calculated: MBC=MCB=(2n
2+ 1/24n) pL+qL
2/ 12=(2 * 6
2+ 1/24 * 6) * 178.5 * 63.5+0.53 * 63.52
2/ 12=-5924KN-m
MBA＝MCD＝Pa(1-a)+&
2/12＝178.5×3.5×(1-3.5)+0.53×20
2/12＝-1579.5KNm
Specific stiffness AB=CD=1/20=0.05 BC=1/63.5=0.016
Distribution factor: uBA=uCD=0.05/ (0.05+0.016)=0.758 uBC=uCB=0.016/0.066=0.242
Distribute: MB=MC=-4872.6KN-m
BC strides M total (pressing freely-supported calculates), and maximal bending moment point is striden midpoint at BC
Freely-supported VB=VC=178.5 * 11/2+0.53 * 63.5/2=998.6KN
Mmax＝998.6×63.5/2-1/2×0.53×31.75
2-178.5-(45+36+27+18+9)＝7340.9KN-M
Stride interior M=7340.9-4872.6 * 0.7 (amplitude modulation coefficient)=3930KN-M
M calculated in AB, CD strode:
VA＝VD＝178.5+0.53×10-4872.6×0.7/20＝13.25KN
Stride interior M=13.25 * 4.5-1/2 * 0.53 * 4.5
2=54.26KN-M
BC strides I63C steel [M] by girder steel anti-bending type б=M/wf≤[б]
Then [M]=[б] wf=2100kg/cm
2* 3298cm3=6925800kg-cm=692.58KN-m
M was by the anti-M of I63C steel in AB, CD strode, and had in a large number more than needed, and calculating is omitted, and the anti-negative M of bearing BC calculates the 693KN-M[M of invar beam own]＜3411KN-M be so abutment segment should be increased the cross section, now establishes to establish about B, C bearing to add then h=126cm of weldering I63C steel
W=3298 * 126
2/ 63
2* 1.3 (have 4 wings green)=3298 * 5.2 (doubly)=17150cm
3
б=34110000/17150=1989kg/cm
3＜2100kg/cm
2I63C, the right long 7m of the long 12m B in a B left side
4, the cable wire net calculates
The preceding girder steel bending resistance square 692.58KN-M that calculates, then the cable wire counter-force answers the evenly distributed load of bending resistance square to be:
3930-692.58=3237.42KN-M change into equivalent uniform load back tightwire counter-force be:
By M
2/ (1/8qL2) q=M/ (1/8L2)=3237.42/0.125 * 63.5 then
2=6.42KN/M
Total reaction=6.42 * 63.5=407.67KN
Give every cable wire counter-force=407.67/[70 (X to)+11]=5.03KN
20m strides because of positive bending moment less, is had a lot of more than needed so do not include Suo Fanli by the girder steel bending resistance.
Y is that 5.03+X is to (I steel and Suo Zichong) 1.41 * 1.3=6.86KN/ place, 6.86 * 29=198.94KN to the cable wire total reaction
Y to 5.03 * 1.1 * 2=11.07KN (cable wire still should be stretched to the horizontal reacting force of English truss to the aggregate level pressure=post English truss of end:
Y calculates to rope diameter: every cable wire should have pulling force=6081/0.6 * 11=921.36KN, (6081=3399+2682), and every cable wire sectional area=921360/1670=552mm
2, rope diameter is 26.5mm.
X calculates to rope diameter: 1989.40 * 1.8/0.6 * 1676=357mm
2(1.8 for after considering the cable wire load-bearing in the formula, has to fix curvedly, forms the enhancement coefficient of oblique pulling), diameter ф 21.3 is designed to ф 21.5mm.4 some suspension cables such as B, C calculate:
Change into by girder steel [M]=692.58KN-M that to calculate the end shearing behind the equivalent uniform load be the V right side=692.58/0.125 * 63.52 * 63.5/2=43.63KN
AB and CD stride, by preceding calculation VA=13.25KN, then a VB left side=178.5 * 2+0.53 * 20-13.25=354.35KN
The vertical load force diagram of suspension cable: as shown in figure 10
R＝43.63+354.35＝397.98KN
BC oblique pulling=397.98KN/Sin8 ° 32 '=397.98/0.14838=3682KN
Area=2682000 * the 1.4/1670=562mm of ф X rope
2Wringing the support platform axial compression with 4 ф 26.5 or 2 ф, 28 height calculates:
The making a concerted effort of 11 inclined support bar horizontal components=3399KN (calculation of seing before) force direction is for striding end, the suspension cable horizontal force for the 2682KN force direction for striding end.Toward striding the end gross pressure is N=3399+2682=6081KN
According to wire rope structure axial compression formula:
б=N/ ф A≤[б] (ф is the maximum slenderness-ratio coefficient of stability in the formula, because of support platform in the plan has cable wire to pass and both sides fix with clamp, so do not consider the ф coefficient),
б=6081000N/18010mm then
2=338N/mm
2＞[б] (210N/mm
2)
Answer enlarging section: required pressurized sectional area calculates:
6081000 * 1.5/210=43436mm
2Still lack area=43436-18010=25426mm
2
Be located at the middle axial wall thickening of I63C: mesospore clear height=556mm, thick is 25426/556=46mm46+17=63, the wall thickness height is the I63C of 63mm in using.
The support platform resistance to compression of aluminum steel rope skeleton combination is calculated:
11 inclined support bar horizontal components 3399KN that makes a concerted effort, the suspension cable horizontal force is opposite because of B, C point direction, cancels out each other.
б=N/A=3399000/18010=188.7N/mm
2＜[б] (210N/mm
2) satisfy, reinforced concrete post calculates, and establishes column section b * h=700 * 1000, and Y is less to the major gene steel cable stretching force, and English truss is enough to resist the post horizontal force, and Y equals the total bearing counter-force of truss level to whenever striding 11 total power of tensioning cable.
Toward interior horizontal force=198.94 * 11 * 1.5=3283KN (1.5 are enhancement coefficient after forming oblique pulling), satisfy by I63C steel horizontal force resistant=210 * 18010/1000=3782KN＞3283 to post for X, and the steel truss of reeving on every side calculates.
Wear that truss calculates behind the cable wire: establish truss outline b * h=180 * 900 (h be level to) I=bh
3/ 12=180 * 900
3/ 12=10935 * 10
5
The amount of deflection requirement if can be satisfied in the cross section, generally can satisfy the bending resistance requirement: (press beam with both ends built-in and calculate, because of the end puts in the post) fmax=npL3/384EI=10 * 921360 * 8300
3/ 384 * 2.1 * 10
5* 10395 * 10=6.28mm, and X meets design requirement to rope diameter=8300/400 ≈ 21mm＞6.28mm, getting X is 21.5mm to rope diameter.
Illustrate: above calculating is all got safety factor by old specification for structure, bending resistance K=1.4, and Suo Kangla K=1/0.6=1.67, resistance to compression K=1.5 is than new criteria dead load * 1.2 mobile loads * 1.4 higher to some extent (because previous calculations has only dead load).Conclusion: above calculating, for member bending resistance tension, resistance to compression all has the safe enough coefficient, so structure is safe, for the large space stability problem, because of the rigid column in enough cross sections is arranged on every side, there are steel truss and reinforced concrete beam to link around the periphery, house, capital has steel truss or girder steel constraint again, formed a rigid unitary framework like this, spatial stability has been had certain guarantee, by the structure basic calculating, rete cord skeleton combining structure is used for the load-bearing platform of super-span roof system, and is feasible from the mechanics.
Two, the support platform cost estimate of cable wire skeleton combination
ф 25 strand spiral ropes (2075 * 478+270.5 * 297) * 2.45kg/m=440t
12000 yuan/t * 440t * 1.1=528, ten thousand yuan * 1.10 (wage coefficient)=5,810,000 yuan
Aluminium alloys i iron: I63C
Y is to (205.4 * 4 * 29+268.4 * 23) * 1.1 * 48.5=1600.5t * 1.08=17000 unit/t * 1600.5 * 1.08=2721, ten thousand yuan * 1.08 (wage coefficient)=2938.5 ten thousand yuan
Steel truss 2.86t/ strides * 106 strides=303.16t
Ten thousand yuan of 4500 yuan/t * 303.16t=136.42
Reinforced concrete post (the high 24m in house)
0.7 * 1.00 * 24.3 * 112=1881.6m
3, 1200 yuan/m
3* 1881.6m
3=276 ten thousand yuan
Bell pile foundation (deciding the dark d1100 stake of 8m), 0.7854 * 1.1
2* 8 * 1.15 * 110=962m
3
600 yuan/m
3* 962m
3=57.7 ten thousand yuan
The truss coupling beam is established 3 road b * h=350 * 350 altogether on every side
8.3 * 0.35 * 0.35 * 106 * 3=323m
3Ten thousand yuan of 1300 * 323=42
Scaffold: 207 * 270=55890m
2
10.53 unit/m
2Ten thousand yuan of * 55890=58.85
External scaffolding (220+207) * 2 * 24.3=23182m
2
9 yuan/m
2Ten thousand yuan of * 23182=20.9
Add up to: (581+2938.5+136.42+276+57.7+42+58.85+20.9)=4111.37 ten thousand yuan (is 3981.62 ten thousand yuan as not comprising the scaffold expense)
The top roof structure, side fascia on every side, indoor around auditorium step, flooring, outdoor drainage ditch aproll, furred ceiling, hydropower installation are by ten thousand yuan of the above 4111.37 ten thousand yuan * 2=8222.74 of flat cost that does not comprise the scaffold expense.
Add up to flat cost: 10284.11 ten thousand yuan
From now in the design can not charge in advance and previous calculations in ten thousand yuan of the 30%=2650.9 of can not chargeing in advance
30% 3049.56 ten thousand yuan of overhead cost, 6% 792.9 ten thousand yuan of tax revenue
Amount to: 1.677747 hundred million yuan, cost: 140076700/55890 (207m * 270m)=3018 yuan/m
2
Aforementioned calculation is at the totally-enclosed support of long span building room item of Fig. 1 no pillar in 270 meters * 207 meters shown in Figure 7 and the calculating of working support platform structural strength, can satisfy the technical requirements of totally-enclosed support in roof and construction by calculating support platform of the present invention.
Claims (3)
1. one kind is used for the support platform that big span building roof seals, it is characterized in that: it comprises skeleton body and cable wire net, described skeleton body is formed by the lightweight beam (3) that interleaved is fixedly linked, described skeleton body perimeter support is fixed on the truss (1), described cable wire net is formed by the cable wire (2) that passes the lightweight beam and be interweaved at interval with stretch-draw, and the both sides of passing the lightweight beam at cable wire are provided with the clamping device that can make cable wire net and skeleton body form integral body.
2. the described a kind of support platform that is used for big span building roof sealing according to claim 1 is characterized in that: described clamping device comprises clamp (10) and cable clamp (11), clamp one end embeds in the lightweight beam (3) and uses cable clamp fixedly connected, the clamp other end extends on the cable wire, be fastenedly connected with cable clamp (11) between the clamp, use clamp and the fastening cable wire of cable clamp (2) in lightweight beam both sides.
3. according to described a kind of support platform that is used for big span building roof sealing of claim 1, it is characterized in that: described lightweight beam (3) is made with aluminium alloys.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201020270098XU CN201835509U (en) | 2010-07-22 | 2010-07-22 | Supporting platform for closing of large-span building roof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201020270098XU CN201835509U (en) | 2010-07-22 | 2010-07-22 | Supporting platform for closing of large-span building roof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201835509U true CN201835509U (en) | 2011-05-18 |
Family
ID=44005616
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| CN201020270098XU Expired - Lifetime CN201835509U (en) | 2010-07-22 | 2010-07-22 | Supporting platform for closing of large-span building roof |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101949209A (en) * | 2010-07-22 | 2011-01-19 | 胡约民 | Supporting platform for sealing large-span building roofs |
| CN110130627A (en) * | 2019-05-23 | 2019-08-16 | 中国二十二冶集团有限公司 | Large Span Structure of Arch surface mesh roofing construction platform and construction method |
| CN115787940A (en) * | 2022-12-01 | 2023-03-14 | 中建八局第二建设有限公司 | Waterproof and drainage construction method for evacuation platform of large stadium |
-
2010
- 2010-07-22 CN CN201020270098XU patent/CN201835509U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101949209A (en) * | 2010-07-22 | 2011-01-19 | 胡约民 | Supporting platform for sealing large-span building roofs |
| CN110130627A (en) * | 2019-05-23 | 2019-08-16 | 中国二十二冶集团有限公司 | Large Span Structure of Arch surface mesh roofing construction platform and construction method |
| CN115787940A (en) * | 2022-12-01 | 2023-03-14 | 中建八局第二建设有限公司 | Waterproof and drainage construction method for evacuation platform of large stadium |
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