CN203499259U - Tool type cantilevered unloading platform - Google Patents
Tool type cantilevered unloading platform Download PDFInfo
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- CN203499259U CN203499259U CN201320521264.2U CN201320521264U CN203499259U CN 203499259 U CN203499259 U CN 203499259U CN 201320521264 U CN201320521264 U CN 201320521264U CN 203499259 U CN203499259 U CN 203499259U
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Abstract
The utility model discloses a tool type cantilevered unloading platform. The tool type cantilevered unloading platform comprises a platform skeleton, a near-edge protector and a horizontal protector, wherein a first end of the platform skeleton is fixedly arranged on a structural floor plate through a plurality of embedded screws, a second end of the platform skeleton is in tie connection with an upper-layer structural floor plate through a wire rope, the platform skeleton further comprises a plurality of primary beams, a plurality of secondary beams and a plurality of connecting beams, the secondary beams are fixedly connected with the primary beams through bolts, the connecting beams are fixedly connected with the secondary beams through bolts, a plurality of fixing members are respectively arranged along the upper and lower surfaces of the primary beams, the near-edge protector is fixedly connected to the fixing members on the upper surfaces of the primary beams by butt fasteners, and the horizontal protector is fixedly connected to the fixing members on the lower surfaces of the primary beams by butt fasteners. The original welding connection is changed into bolted connection, so that the mounting speed and turnover efficiency are increased greatly; the human and material resources are saved, and the energy saving, complete standardization and tool type management are achieved.
Description
Technical field
The utility model relates to the transfer platform of material and instrument in building operations, relates in particular to a kind of tool-type overhanging unloading platform.
Background technology
In construction work, often adopt welded type overhanging unloading platform, it comprises girder, secondary beam, coupling beam, becomes a whole overhanging unloading platform by electric welding, thus performance transfer construction material requested and instrument.
Though this welded type overhanging unloading platform can play the effect of transfer construction material requested and instrument, but this discharging platform because volume is large, cannot dismantle, transhipment at discharging platform, install, in the process of dismounting, long, artificial many, the shortcoming such as machinery is many that expends time in, is all often disposable use, turnover value.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of simple to operate, and convenient carrying, installation, dismounting are time saving and energy saving, the tool-type overhanging unloading platform that all transfer efficients are high.
For realizing above-mentioned technique effect, the utility model discloses a kind of tool-type overhanging unloading platform, comprise a platform skeleton, one faces frontier defense protects and a horizontal protective, the first end of described platform skeleton is fixed on structure floor by plural pre embedded bolt, the second end of described platform skeleton adopts wire rope to be connected with superstructure floor drawknot, described platform skeleton further comprises plural girder, plural number secondary beam and plural coupling beam, described secondary beam is fixedly connected with described girder by bolt, described coupling beam is fixedly connected with described secondary beam by bolt, upper surface and soffit along described girder are respectively arranged with plural fixture, describedly face frontier defense and protect to adopt clasp is fixedly connected on to the fixture on described girder upper surface, described horizontal protective adopts clasp is fixedly connected on to the fixture on described girder soffit.
The utility model further improves and is, described girder adopts No. 16 i iron to make, and the installation site of corresponding described secondary beam offers plural the first bolt hole on the web of described girder.
The utility model further improves and is, described secondary beam adopts No. 16 i iron to make, the two ends of described secondary beam are clipped respectively frange plate and are formed a connection web, the end of described connection web is welded with respectively the first bolted tablet, in described the first bolted tablet, corresponding described the first bolt hole offers plural the second bolt hole, by described bolt, be arranged in described the first bolt hole and described the second bolt hole described secondary beam is fixedly connected on described girder, and the installation site of corresponding described coupling beam offers plural number the 3rd bolt hole on the web of described secondary beam.
The utility model further improves and is, described coupling beam adopts No. 10 i iron to make, the two ends of described coupling beam are welded with respectively the second bolted tablet, in described the second bolted tablet, corresponding described the 3rd bolt hole offers plural number the 3rd bolt hole, by described bolt, is arranged in described the second bolt hole and described the 3rd bolt hole described coupling beam is fixedly connected on described secondary beam.
The utility model further improves and is, in the frange plate junction of described girder and described secondary beam, and the frange plate junction of described secondary beam and described coupling beam has been bolted to connection respectively a connecting plate.
The utility model further improves and is, on described girder, be welded with plural draw ring, pre-buried plural reinforced steel bar ring in described superstructure floor, the first end of described wire rope is fixed in described draw ring, and the second end of described wire rope is fixed in described reinforced steel bar ring.
The utility model further improves and is, described fixture comprises a steel plate and a steel pipe, and described steel-pipe welding is on described steel plate, and described steel plate is further fixed on upper surface and the soffit of described girder by bolt.
The utility model further improves and is, described face frontier defense protect with described horizontal protective between with diagonal brace, be connected, and face frontier defense and completely hang close order safety net inside protecting described, on described horizontal protective, completely hang close order safety net or horizontal blanket net.
The utility model further improves and is, full windrow plate on described platform skeleton, and on described batten, lay 15mm scaffold floor.
The utility model further improves and is, is provided with a steel plate chock between the pre embedded bolt on described structure floor and described girder.
The utility model is owing to having adopted above technical scheme, making it have following beneficial effect is: on the basis of original overhanging type discharging platform, by the improvement to welding connecting mode, solved discharging platform volume large, the problem of be difficult for transportation, preserving, dismantling.By original welding connecting mode is changed into bolt connecting mode, installation rate and all transfer efficients have greatly been improved.Save human and material resources, reach energy conservation, improve standardization, tool management.
Accompanying drawing explanation
Fig. 1 is the combination elevation of the utility model tool-type overhanging unloading platform.
Fig. 2 is the floor map of the utility model tool-type overhanging unloading platform.
Fig. 3 is the A-A sectional drawing of Fig. 2.
Fig. 4 is the B-B sectional drawing of Fig. 2.
Fig. 5 is the girder arrangement diagram of the utility model tool-type overhanging unloading platform.
Fig. 6 is the secondary beam arrangement diagram of the utility model tool-type overhanging unloading platform.
Fig. 6 a is the partial structurtes enlarged diagram of Fig. 6.
Fig. 7 is the secondary beam of the utility model tool-type overhanging unloading platform and the arrangement diagram of coupling beam.
Fig. 8 is the inferior beam end operation drawing of the utility model tool-type overhanging unloading platform.
Fig. 8 a is the partial structurtes enlarged diagram of Fig. 8.
Fig. 8 b is the partial structurtes enlarged diagram of Fig. 8.
Fig. 9 is the support beam connecting plate arrangement diagram of the utility model tool-type overhanging unloading platform.
Figure 10 is the wire rope draw ring arrangement diagram of the utility model tool-type overhanging unloading platform.
Figure 10 a is the partial structurtes enlarged diagram of Figure 10.
Figure 10 b is the partial structurtes enlarged diagram of Figure 10.
Figure 11 is that fixture installation drawing is protected in the frontier defense of facing of the utility model tool-type overhanging unloading platform.
Figure 11 a is the partial structurtes enlarged diagram of Figure 11.
Figure 11 b is the partial structurtes enlarged diagram of Figure 11 a.
Figure 12 is the horizontal protective fixture installation drawing of the utility model tool-type overhanging unloading platform.
Figure 12 a is the partial structurtes enlarged diagram of Figure 12.
Figure 12 b is the partial structurtes enlarged diagram of Figure 12 a.
Figure 13 is the fixture machining sketch chart of the utility model tool-type overhanging unloading platform.
Figure 13 a is the partial structurtes enlarged diagram of Figure 13.
Figure 13 b is the partial structurtes enlarged diagram of Figure 13 a.
Figure 14 be the utility model tool-type overhanging unloading platform face bound defence rail connection layout.
Figure 15 is the horizontal protective railing connection layout of the utility model tool-type overhanging unloading platform.
Figure 16 is that the frontier defense of facing of the utility model tool-type overhanging unloading platform is protected with the safety net of horizontal protective and hung figure.
Figure 17 is the platform floors batten arrangement diagram of the utility model tool-type overhanging unloading platform.
Figure 18 is the platform legs palm arrangement diagram of the utility model tool-type overhanging unloading platform.
Figure 19 is the erection drawing of the utility model tool-type overhanging unloading platform.
Figure 20 is the fixedly figure of the utility model tool-type overhanging unloading platform and structure floor.
Figure 21 is the wire rope of the utility model tool-type overhanging unloading platform and the drawknot figure of superstructure floor.
Figure 21 a is the partial structurtes enlarged diagram of Figure 21.
Figure 22 is the utility model tool-type overhanging unloading platform and structure outrigger combination schematic diagram.
Figure 23 is secondary beam internal force calculation diagram.
Figure 24 is the utility model tool-type overhanging unloading platform girder schematic diagram.
Figure 25 is girder internal force calculation diagram.
Figure 26 is girder brace summer shear force diagram.
Figure 27 is girder brace summer bending moment diagram.
Figure 28 is girder brace summer deformation pattern.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
First with reference to shown in Fig. 1～4, a kind of tool-type overhanging unloading platform of the present utility model, mainly by a platform skeleton 11,, face frontier defense and protect 12 and one horizontal protective 13 and form, platform skeleton 11 is encorbelmented on structure floor, and is connected with superstructure floor drawknot by wire rope 14.Platform skeleton 11 is mainly connected and is formed by bolt 114 by girder 111, secondary beam 112 and coupling beam 113.
The concrete making flow process of the utility model tool-type overhanging unloading platform 1 is as follows:
1) girder is arranged as shown in Figure 5, and discharging platform girder 111 adopts No. 16 i iron processing, length 6.0m.Cantilever span 3.90m, width is 3.0m, the wide 1.5m of external scaffolding gos deep into 2.1m in building.
2) secondary beam 112 is arranged as shown in Fig. 6 and Fig. 6 a, and secondary beam 112 adopts No. 16 i iron processing, length 3.0m, and girder 111 adopts bolt 114 to be connected with secondary beam 112 intersections.
3) secondary beam 112 is arranged as shown in Figure 7 with coupling beam 113, and 113 4 of secondary beams adopt No. 16 i iron to make.Coupling beam 112 adopts No. 10 i iron to make, and is connected adopts bolt 114 to connect with secondary beam 111.
4) secondary beam 112 end processing are as shown in Fig. 8, Fig. 8 a and Fig. 8 b, in secondary beam 112 ends and girder 111 junctions, cut out overlap joint reserved location formation one and be connected web 115, and being welded the first bolted tablet 15 in the end that connects web 115, bolt 114 adopts No. 12 standard bolts.
5) primary-secondary beam connecting plate 16 is arranged as shown in Figure 9, and secondary beam 112 is connected connecting plate 16 with girder 111, and 4 bolts 114 are set on girder 111, and 4 bolts 114 are set on secondary beam 112.Coupling beam 113 adopts one connecting plate 161 with secondary beam 112, and 4 bolts 114 are set on secondary beam 112, and both sides coupling beam 113 arranges respectively 4 bolts 114.
6) wire rope draw ring 17 arranges that discharging platform and agent structure adopt 20 wire rope 14 drawknots as shown in Figure 10, Figure 10 a and Figure 10 b, is welded 16 draw rings 17 with fixing wire rope 14 on discharging platform, refers to Fig. 1.Draw ring 17 is arranged on girder 111 Nodes, and should stride across the connecting plate 16 between primary-secondary beam.
7) discharging platform faces frontier defense and protects fixture 18 and install as shown in Figure 11, Figure 11 a and Figure 11 b, and discharging platform arranges the steel pipe 181 that fixedly faces the fixture 18 that frontier defense protects along girder 111 upper surfaces.181 times welding steels 182 of steel pipe, are connected with girder 111 bolts, fixture 18 spacing 1.0～1.5m.
8) discharging platform horizontal protective 13 fixtures 19 are installed as shown in Figure 12, Figure 12 a and Figure 12 b, discharging platform arranges the fixture 19 of fixed level protection 13 along girder 111 soffits, 191 times welding steels 192 of steel pipe of fixture 19, be connected fixture 19 spacing 1.2～1.5m with girder 111 bolts.Wherein, fixture 18 and 19 processing are installed as shown in Figure 13, Figure 13 a and Figure 13 b.
9) facing bound defence rail connects as shown in Figure 14 and Figure 16, platform faces frontier defense to be protected 12 and adopts clasp is connected with the preassembled fixture of girder 111 18, top adopts three road railing forms, first railing 121 height 1200mm, second railing 122 height 600mm, San road railing 123 height 150mm, vertical rod 124 spacing are not more than 1500mm, railing utilizes original outrigger drawknot point fixing, protection is without drawing node location to adopt diagonal brace to reinforce, protection inner side completely hangs close order safety net, divides into the high baseboard of 200mm.
10) horizontal protective 13 steel pipes connect as shown in Figure 15 and Figure 16, platform horizontal protective 13 adopts clasp is connected with the preassembled fixture 19 of girder 111, level adopts twice railing form, first railing 131 is apart from i iron 900mm, second railing 132 is apart from i iron 300mm, horizontal rails spacing is not more than 1200mm, and horizontal protective 13 protects 12 vertical rod 124 use diagonal braces and is connected with facing frontier defense, and diagonal brace spacing is not more than 1200mm.
11) face frontier defense and protect with horizontal protective and hang safety net as shown in figure 16, platform faces frontier defense to be protected 12 and completely hangs close order safety net, and horizontal protective 13 is completely hung close order safety net or horizontal blanket net.
12) platform floors batten 21 is arranged as shown in figure 17, the full windrow plate 21 of platform material laydown area bottom.
13) platform legs palm 22 is arranged as shown in figure 18, and 15mm scaffold floor 22 one decks are laid on platform material laydown area batten 21 upper stratas.
14) discharging platform lifting as shown in figure 19, after platform installation, is used crane or tower crane to lift.
15) discharging platform and structure floor are fixing as shown in figure 20, at the interior pre-buried 14 reinforcing bar screw rods of main body slab in concrete structure 31 as fixing i iron girder 111 and structure floor 31, socket screw rod 310, locate to use 150 * 150 * 10 steel plate chock 311 socketing, on steel plate chock 311, put cap nut, adjust screw rod 310, fixedly i iron girder 111.
16) wire rope 14 is with superstructure floor 32 drawknots as shown in Figure 21 and Figure 21 a, and pre-buried 20 reinforced steel bar rings 320 in superstructure floor 32 concrete, as socketing a little of wire rope 14 oblique pulls.And tool-type discharging platform and structure outrigger combination schematic diagram are as shown in figure 22.
Compared with prior art, the utility model has the advantage of:
1, simple to operate, convenient carrying, installation, dismounting, time saving and energy saving, all transfer efficients are high;
2, structural strong, safety is guaranteed;
3, can repeatedly utilize.
The basis < < construction safety check criteria > > (JGJ59-99) of the utility model tool-type overhanging unloading platform and < < Code for design of steel structures > > (GB50017-2003).
The calculating of suspension type discharging platform is carried out with reference to the calculating of continuous beam.
Because cantilever span and the load of discharging platform are all very large, therefore must strictly design and check.
The cantilever span 3.90m of the horizontal girder steel of platform (girder), the horizontal girder steel spacing (berm width) of encorbelmenting 3.00m.
[the horizontal saliva of 16a channel-section steel U mouth is flat, and [the horizontal saliva of 16b channel-section steel U mouth is flat, inferior case bay 0.80m in girder employing in secondary beam employing.
The live load 2.00kN/m2 such as constructor, maximum heap putting material load 10.00kN.
One, the calculating of secondary beam
Secondary beam select [its cross section property is for the 16a channel-section steel U mouth water steel of rising as high as the banks, spacing 0.80m:
Area A=21.95cm2, inertia is apart from Ix=866.20cm
4, dynamic moment of inertia Wx=108.30cm
3, radius of gyration ix=6.28cm
Sectional dimension b=63.0mm, h=160.0mm, t=10.0mm
1. load calculates
(1) panel deadweight standard value: standard value is 0.35kN/m
2;
Q1=0.35×0.80=0.28kN/m
(2) maximum allows that evenly distributed load is 2.00kN/m
2;
Q2=2.00×0.80=1.60kN/m
(3) channel-section steel gravity load Q3=0.17kN/m
Calculate dead load calculated value q=1.2 * (Q1+Q2+Q3)=1.2 * (0.28+1.60+0.17)=2.46kN/m
Calculate live load calculated value P=1.4 * 10.00=14.00kN
2. internal force calculates
Internal force calculates according to the simply supported beam under point load P and evenly distributed load q effect, and calculation diagram as shown in figure 23.
The design formulas of maximal bending moment M is
Calculate maximal bending moment calculated value M=2.46 * 3.00
2/ 8+14.00 * 3.00/4=13.27kN.m
3. flexural strength is calculated
Wherein γ x---plastic ratio of member section, gets 1.05;
[f]---steel compressive strength design load, [f]=205.00N/mm
2;
Through calculating intensity σ=13.27 * 10
6/ (1.05 * 108300.00)=116.66N/mm
2;
The flexural strength of secondary beam channel-section steel is calculated σ <[f], meet the demands!
4. resistance to overturning is calculated
Wherein φ b---the evenly flexural member integral stability factor of bending, according to the following formula calculating:
Through calculating φ b=570 * 10.0 * 63.0 * 235/ (3000.0 * 160.0 * 235.0)=0.75
Because φ b is greater than 0.6, according to its value of < < Code for design of steel structures > > (GB50017-2003) Appendix B, with φ b', tabling look-up, to obtain its value be 0.688
Through calculating intensity σ=13.27 * 10
6/ (0.688 * 108300.00)=177.92N/mm
2;
The stability of secondary beam channel-section steel is calculated σ <[f], meet the demands!
Two, the calculating of girder
The interior steel cable of discharging platform does not participate in the calculating of internal force according to < < construction safety check criteria > > as safety stock.
Girder selects that [the 16b channel-section steel U mouth water steel of rising as high as the banks, its cross section property is
Area A=25.15cm
2, inertia is apart from Ix=934.50cm
4, dynamic moment of inertia Wx=116.80cm
3, radius of gyration ix=6.10cm
Sectional dimension b=65.0mm, h=160.0mm, t=10.0mm
1. load calculates
(1) railing deadweight standard value: standard value is 0.14kN/m
Q1=0.14kN/m
(2) channel-section steel gravity load Q2=0.19kN/m
Calculate dead load calculated value q=1.2 * (Q1+Q2)=1.2 * (0.14+0.19)=0.40kN/m
Calculate, each secondary beam point load is got time beam support power, is respectively
P1=(1.2×(0.35+2.00)×0.40×3.00/2+1.2×0.17×3.00/2)=2.00kN
P2=(1.2×(0.35+2.00)×0.80×3.00/2+1.2×0.17×3.00/2)=3.69kN
P3=(1.2×(0.35+2.00)×0.80×3.00/2+1.2×0.17×3.00/2)=3.69kN
P4=(1.2×(0.35+2.00)×0.80×3.00/2+1.2×0.17×3.00/2)+14.00/2=10.69kN
P5=(1.2×(0.35+2.00)×0.80×3.00/2+1.2×0.17×3.00/2)=3.69kN
P6=(1.2×(0.35+2.00)×0.35×3.00/2+1.2×0.17×3.00/2)=1.78kN
2. internal force calculates
The girder of discharging platform calculates according to the continuous beam under point load P and evenly distributed load q effect.Wherein as shown in figure 24, the horizontal girder steel calculation diagram of overhanging unloading platform as shown in figure 25 for overhanging unloading platform schematic diagram.
Through calculating of continuous beam, encorbelment horizontal girder steel brace summer shear force diagram (kN) as shown in figure 26, encorbelment horizontal girder steel brace summer bending moment diagram (kN.m) as shown in figure 27, encorbelment horizontal girder steel brace summer deformation pattern (mm) as shown in figure 28.
Each bearing is respectively from left to right to the reaction of bearing of brace summer
1=14.102kN,R2=12.991kN
End reaction RA=12.991kN
Maximal bending moment Mmax=13.409kN.m
3. flexural strength is calculated
Wherein γ x---plastic ratio of member section, gets 1.05;
[f]---steel compressive strength design load, [f]=205.00N/mm
2;
Through calculating intensity σ=13.409 * 10
6/ 1.05/116800.0+9.871 * 1000/2515.0=113.265N/mm
2
The flexural strength computed strength of girder is less than [f], meets the demands!
4. resistance to overturning is calculated
Wherein φ b---the evenly flexural member integral stability factor of bending, according to the following formula calculating:
Through calculating φ b=570 * 10.0 * 65.0 * 235/ (3900.0 * 160.0 * 235.0)=0.59
Through calculating intensity σ=13.41 * 10
6/ (0.594 * 116800.00)=193.36N/mm
2;
The stability of girder channel-section steel is calculated σ <[f], meet the demands!
Three, the internal force of steel wire tow line calculates:
The axle power RAH of horizontal girder steel and the axle power RUi that draws steel cable are according to calculating below
The axial pressure that the pulling force that wherein RUicos θ i is steel cable produces horizon bar.
The support force RCi=RUisin θ i of each fulcrum
According to above formula, calculating each steel cable pulling force is from left to right respectively
RU1=17.213kN
Four, the intensity of steel wire tow line is calculated:
We all get the axle power RU of steel wire tow line (diagonal member) maximum value and calculate, for
RU=17.213kN
If adopt wire rope above, the pulling force of allowing of wire rope calculates according to the following formula:
Wherein [Fg]---wire rope allow pulling force (kN);
The aggregate breaking force of Fg---wire rope (kN);
Can approximate calculation Fg=0.5d in calculating
2, d is wirerope diameter (mm);
α---the load nonuniformity coefficient between wire rope, gets respectively 0.85,0.82 and 0.8 to 6 * 19,6 * 37,6 * 61 wire rope;
K---wire rope is used safety factor, gets 8.0.
Selection draws the rupture pull force of wire rope to be greater than 8.000 * 17.213/0.820=167.934kN.
Select 6 * 37+1 wire rope, wire rope nominal tensile strength 1400MPa, diameter 19.5mm.
Five, the intensity of steel wire tow line suspension ring is calculated:
We all get the axle power RU of steel wire tow line (diagonal member) maximum value and calculate the pulling force N as suspension ring, for
N=RU=17.213kN
Steel plate place suspension ring strength calculation formula is
Wherein [f] is draw ring Steel Bar Tensile Strength, according to < < Code for design of concrete structures > > 10.9.8[f]=50N/mm
2;
Needed suspension ring minimum diameter D=[17213 * 4/ (3.1416 * 50 * 2)] 1/2=15mm
Below embodiment has been described in detail the utility model by reference to the accompanying drawings, and those skilled in the art can make many variations example to the utility model according to the above description.Thereby some details in embodiment should not form restriction of the present utility model, the utility model will be usingd scope that appended claims defines as protection domain of the present utility model.
Claims (10)
1. a tool-type overhanging unloading platform, it is characterized in that: described tool-type overhanging unloading platform comprises a platform skeleton, one faces frontier defense protects and a horizontal protective, the first end of described platform skeleton is fixed on structure floor by plural pre embedded bolt, the second end of described platform skeleton adopts wire rope to be connected with superstructure floor drawknot, described platform skeleton further comprises plural girder, plural number secondary beam and plural coupling beam, described secondary beam is fixedly connected with described girder by bolt, described coupling beam is fixedly connected with described secondary beam by bolt, upper surface and soffit along described girder are respectively arranged with plural fixture, describedly face frontier defense and protect to adopt clasp is fixedly connected on to the fixture on described girder upper surface, described horizontal protective adopts clasp is fixedly connected on to the fixture on described girder soffit.
2. tool-type overhanging unloading platform as claimed in claim 1, is characterized in that: described girder adopts No. 16 i iron to make, and the installation site of corresponding described secondary beam offers plural the first bolt hole on the web of described girder.
3. tool-type overhanging unloading platform as claimed in claim 2, it is characterized in that: described secondary beam adopts No. 16 i iron to make, the two ends of described secondary beam are clipped respectively frange plate and are formed a connection web, the end of described connection web is welded with respectively the first bolted tablet, in described the first bolted tablet, corresponding described the first bolt hole offers plural the second bolt hole, by described bolt, be arranged in described the first bolt hole and described the second bolt hole described secondary beam is fixedly connected on described girder, and the installation site of corresponding described coupling beam offers plural number the 3rd bolt hole on the web of described secondary beam.
4. tool-type overhanging unloading platform as claimed in claim 3, it is characterized in that: described coupling beam adopts No. 10 i iron to make, the two ends of described coupling beam are welded with respectively the second bolted tablet, in described the second bolted tablet, corresponding described the 3rd bolt hole offers plural number the 3rd bolt hole, by described bolt, is arranged in described the second bolt hole and described the 3rd bolt hole described coupling beam is fixedly connected on described secondary beam.
5. the tool-type overhanging unloading platform as described in any one in claim 1～4, it is characterized in that: in the frange plate junction of described girder and described secondary beam, and the frange plate junction of described secondary beam and described coupling beam has been bolted to connection respectively a connecting plate.
6. tool-type overhanging unloading platform as claimed in claim 1, it is characterized in that: on described girder, be welded with plural draw ring, pre-buried plural reinforced steel bar ring in described superstructure floor, the first end of described wire rope is fixed in described draw ring, and the second end of described wire rope is fixed in described reinforced steel bar ring.
7. tool-type overhanging unloading platform as claimed in claim 1, it is characterized in that: described fixture comprises a steel plate and a steel pipe, described steel-pipe welding is on described steel plate, and described steel plate is further fixed on upper surface and the soffit of described girder by bolt.
8. tool-type overhanging unloading platform as claimed in claim 1, it is characterized in that: described face frontier defense protect with described horizontal protective between with diagonal brace, be connected, and described face frontier defense protect inner side completely hang close order safety net, on described horizontal protective, completely hang close order safety net or horizontal blanket net.
9. tool-type overhanging unloading platform as claimed in claim 1, is characterized in that: on described platform skeleton, expire windrow plate, and on described batten, lay 15mm scaffold floor.
10. tool-type overhanging unloading platform as claimed in claim 1, is characterized in that: between the pre embedded bolt on described structure floor and described girder, be provided with a steel plate chock.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320521264.2U CN203499259U (en) | 2013-08-23 | 2013-08-23 | Tool type cantilevered unloading platform |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320521264.2U CN203499259U (en) | 2013-08-23 | 2013-08-23 | Tool type cantilevered unloading platform |
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| CN203499259U true CN203499259U (en) | 2014-03-26 |
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| CN201320521264.2U Expired - Fee Related CN203499259U (en) | 2013-08-23 | 2013-08-23 | Tool type cantilevered unloading platform |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107152169A (en) * | 2017-07-07 | 2017-09-12 | 中建二局第二建筑工程有限公司华东分公司 | Overhanging unloading platform |
| CN107965147A (en) * | 2017-11-20 | 2018-04-27 | 中建四局第六建筑工程有限公司 | A kind of self-stabilising suspension type discharging platform and its construction technology |
| CN111456399A (en) * | 2020-05-18 | 2020-07-28 | 中冶天工集团有限公司 | Large-span overhanging support system for corridor between high-rise units and construction method thereof |
-
2013
- 2013-08-23 CN CN201320521264.2U patent/CN203499259U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107152169A (en) * | 2017-07-07 | 2017-09-12 | 中建二局第二建筑工程有限公司华东分公司 | Overhanging unloading platform |
| CN107965147A (en) * | 2017-11-20 | 2018-04-27 | 中建四局第六建筑工程有限公司 | A kind of self-stabilising suspension type discharging platform and its construction technology |
| CN111456399A (en) * | 2020-05-18 | 2020-07-28 | 中冶天工集团有限公司 | Large-span overhanging support system for corridor between high-rise units and construction method thereof |
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