CN207436517U - A kind of self-stabilising suspension type discharging platform - Google Patents
A kind of self-stabilising suspension type discharging platform Download PDFInfo
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- CN207436517U CN207436517U CN201721557122.6U CN201721557122U CN207436517U CN 207436517 U CN207436517 U CN 207436517U CN 201721557122 U CN201721557122 U CN 201721557122U CN 207436517 U CN207436517 U CN 207436517U
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Abstract
The utility model discloses a kind of self-stabilising suspension type discharging platform, including girder, secondary beam is equipped between girder, platform embossed steel plates are equipped between girder and secondary beam, the upside of girder is equipped with vertical beam, steel bar rod upper bracket is equipped between vertical beam, girder bottom is equipped with the steel bar rod undersetting parallel with steel bar rod upper bracket, steel bar rod is equipped between steel bar rod upper bracket and steel bar rod undersetting, the top of vertical beam is equipped with top superstructure side bar, and lower part superstructure side bar and platform embossed steel plates upper end are equipped with feeding channel plate.The utility model is compared with traditional steel overhanging unloading platform, no pre-buried wire-rope sling, shaped steel bearing anchoring ring and the closure of ending anchor ring hole and hanging ring reinforcing bar cutting process, while the utility model can be laid with walkway with layer；The utility model construction peace tears easy to operate, safe and convenient open, shortens discharging platform peace and tears the duration open, a large amount of to save built-in fitting and labour cost, has notable economic and social profit, meets energy-efficient green construction requirement.
Description
Technical field
The present invention relates to building fields, are specifically a kind of self-stabilising suspension type discharging platform.
Background technology
At present, the construction material turnover of major structure of construction is generally using traditional shaped steel overhanging unloading platform.But discharging
Platform oblique pull steel wire rope belongs to flexible off-load, extension is easily generated under load action, so that steel main beam rear end anchoring ring
Generation topples power and causes Bars In Poured Concrete Slab cracking and two torsional deformation of front end eccentric force, be easy to cause architecture quality defect, and deposits
In security risk.
Traditional shaped steel overhanging unloading platform generally using anchoring construction after built-in type, it is necessary in superstructure concrete pre-buried steel
Silk layer hanging ring and section steel beam anchoring ring etc., built-in fitting is difficult due to removing, and be easy to cause destruction and can not reuse, installation with
Remove tedious process, the operating expenses cycle is long, and after the completion of the turnover discharging of traditional overhanging unloading platform, there are hanging ring excision with
A large amount of round-off work amounts such as processing, girder steel anchoring ring hole to be provided closure, if processing is not good at, easily cause leakage.Therefore it is traditional
Steel overhanging unloading platform construction technology has become a national generality key technology difficulty urgently to be resolved hurrily.
The content of the invention
It is an object of the invention to provide a kind of self-stabilising suspension type discharging platform and its construction technologies, and the present invention is with passing
The steel overhanging unloading platform of system is compared, and no pre-buried wire-rope sling, shaped steel bearing anchoring ring and the closure of ending anchor ring hole are with hanging
Ring reinforcing bar cutting process, while the present invention can be laid with walkway with layer；Present invention construction peace tears easy to operate, safe and convenient open,
Shorten discharging platform peace and tear the duration open, it is a large amount of to save built-in fitting and labour cost, there is notable economic and social profit, meet efficient section
It can green construction requirement.
The purpose of the present invention can be achieved through the following technical solutions：
A kind of self-stabilising suspension type discharging platform is equipped with including scaffold group, on the inside of the scaffold group and is mutually parallel
Girder, secondary beam is equipped between girder, platform embossed steel plates are equipped between girder and secondary beam；The girder is equipped with guardrail
Bar goes along with sb. to guard him and wall interior panel is equipped between railing.
The lower end of the girder is equipped with lower part superstructure side bar；The one side of the lower part superstructure side bar is equipped with limited block.
The upside of the girder is equipped with vertical beam, and lower reinforcing plate is equipped between girder and vertical beam, and lower reinforcing plate is consolidated by bolt
It is scheduled on girder, vertical beam is weldingly fixed on lower reinforcing plate.
Steel bar rod upper bracket is equipped between the vertical beam, girder bottom is equipped with the reinforcing bar parallel with steel bar rod upper bracket
Pull rod undersetting is equipped with steel bar rod between steel bar rod upper bracket and steel bar rod undersetting.
The top of the vertical beam is equipped with top superstructure side bar, and upper reinforcing plate is equipped between vertical beam and top superstructure side bar, on
Reinforcing plate is welded on the top of vertical beam, and top superstructure side bar is bolted on upper reinforcing plate.
The lower part superstructure side bar and platform embossed steel plates upper end are equipped with feeding channel plate, and feeding channel plate includes embossing steel
Plate is equipped with hinge between embossed steel plates.
The scaffold group includes upright bar, small cross bar and leger, and small cross bar and leger, small cross bar are equipped between upright bar
It is mutually perpendicular to leger.
The lower part superstructure side bar connects fixation with girder by expansion bolt.
Lower part superstructure side bar is close in the limited block one side, is close to girder on the upside of limited block.
The both ends of the steel bar rod are threaded rod, and tight steel bar rod is fixed by being screwed into nut on threaded rod.
The lower part superstructure side bar and the floor side that the top superstructure side bar is concreting.
Beneficial effects of the present invention：
It is of the invention compared with traditional steel overhanging unloading platform, without pre-buried wire-rope sling, shaped steel bearing anchoring ring and
Finish up the closure of anchor ring hole and hanging ring reinforcing bar cutting process, while the present invention can be laid with walkway with layer；Present invention construction peace is torn open
Easy to operate, safe and convenient shortens discharging platform peace and tears the duration open, a large amount of to save built-in fittings and labour cost, have it is significantly economical with
Social benefit meets energy-efficient green construction requirement.
Description of the drawings
The present invention is further illustrated below in conjunction with the accompanying drawings.
Fig. 1 is discharging platform front view of the present invention；
Fig. 2 is part-structure schematic diagram in discharging platform of the present invention；
Fig. 3 is part-structure schematic diagram in discharging platform of the present invention；
Fig. 4 is scaffold group structure diagram.
Specific embodiment
Below in conjunction with the attached drawing in the embodiment of the present invention, the technical solution in the embodiment of the present invention is carried out clear, complete
Site preparation describes, it is clear that described embodiment is only part of the embodiment of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, those of ordinary skill in the art are obtained all other without creative efforts
Embodiment belongs to the scope of protection of the invention.
A kind of self-stabilising suspension type discharging platform, including scaffold group, scaffold group includes upright bar 1, small cross bar 2 and big
Cross bar 3 is equipped with small cross bar 2 and leger 3 between upright bar 1, small cross bar 2 and leger 3 are mutually perpendicular to.
The girder 4 being mutually parallel is equipped on the inside of scaffold group, secondary beam 5 is equipped between girder 4, is set between girder 4 and secondary beam 5
There are platform embossed steel plates 6；Girder 4 is equipped with and goes along with sb. to guard him railing 7, goes along with sb. to guard him and wall interior panel 8 is equipped between railing 7.
The lower end of girder 4 is equipped with lower part superstructure side bar 9, lower part superstructure side bar 9 and girder 4 and is connected admittedly by expansion bolt 10
It is fixed；The one side of lower part superstructure side bar 9 is equipped with limited block 11, and limited block 11 can quickly confirm the installation site of lower part superstructure side bar 9.
The upside of girder 4 is equipped with vertical beam 12, and lower reinforcing plate 13 is equipped between girder 4 and vertical beam 12, and lower reinforcing plate 13 passes through
Bolt is fixed on girder 4, and vertical beam 12 is weldingly fixed on lower reinforcing plate 13.
Steel bar rod upper bracket 14 is equipped between vertical beam 12,4 bottom of girder is equipped with parallel with steel bar rod upper bracket 14
Steel bar rod undersetting 15 is equipped with steel bar rod 16 between steel bar rod upper bracket 14 and steel bar rod undersetting 15.Reinforcing bar is drawn
The both ends of bar 16 are threaded rod, and tight steel bar rod 16 is fixed by being screwed into nut on threaded rod.
The top of vertical beam 12 is equipped with top superstructure side bar 17, and upper reinforcing plate is equipped between vertical beam 12 and top superstructure side bar 17
18, upper reinforcing plate 18 is welded on the top of vertical beam 12, and top superstructure side bar 17 is bolted on upper reinforcing plate 18.
Lower part superstructure side bar 9 and 6 upper end of platform embossed steel plates are equipped with feeding channel plate, and feeding channel plate includes embossed steel plates
19, hinge 20 is equipped between embossed steel plates 19, so as to ensure that feeding channel plate is being connected with 9 He of lower part superstructure side bar of difference in height
It can be with smooth transition during platform embossed steel plates 6, it is ensured that personnel trample safety, while the folding of embossed steel plates 19 can also packed up, just
In transhipment.
Wherein, lower part superstructure side bar 9 and the floor side that top superstructure side bar 17 is concreting.
The construction technology of discharging platform described in the present invention is as follows：
First, 5 bearing capacity calculation of secondary beam：
1st, 5 maximal bending moment of secondary beam calculates：Mmax=-(ql2/8+Pl/4)；
In formula：Q is dead load (platform embossed steel plates 6 and related mounting material load)；P is load (construction personnel
Live load)；L is discharging platform clear span；
2nd, 5 bending strength of secondary beam checks：б=Mmax/ (γ W) ＜ [f]
In formula：MmaxFor 5 maximal bending moment of secondary beam, unit K N/m；
W be 5 section resistance moment of secondary beam, unit mm3；
γ is plastic ratio of member section, takes 1.05；
[f] is steel bending strength design load, takes 205N/mm2；
2nd, 4 cantilever position bearing capacity of girder：
1st, 4 maximal bending moment of girder：
In formula：K1、K2Respectively live load and dead load partial safety factor, take 1.4 and 1.2 respectively；
q1、q2Construction live load and dead load respectively during circulation material, unit K N/m；
L be 4 cantilever span of girder, 4.0~4.5m；
2nd, 4 bending strength of cantilever girder checks：б=Mmax/ (γ W) ＜ [f]
In formula：MmaxFor 4 maximal bending moment of cantilever girder, unit K N/m；
W be 4 section resistance moment of cantilever girder, unit mm3；
γ is plastic ratio of member section, takes 1.05；
[f] is steel bending strength design load, takes 205N/mm2；
3rd, suspension stressed member bearing capacity calculation：
1st, charging area load is unloaded：
Calculate the circulation materials evenly load such as steel pipe, fastener, template, flitch, dead weight, unit K N/m on discharging platform；Meter
Calculate the construction live load of discharging platform construction worker's feeding, unit K N；
2nd, 5 bearing capacity of secondary beam：
It calculates and obtains bearing capacity minimum safety factor and act on the end reaction R on girder 4；
3rd, 4 bearing capacity of girder：
Using positive structure tool case freely-supported beam model is managed, 4 end reaction R of input girder is load, calculates to obtain and hold
Carry 15 reversed beam R of power minimum safety factor and steel bar rod undersettingA, the bearing that acts on lower part superstructure side bar 9 of vertical beam 12 it is anti-
Power RB；
4th, 16 axial force of steel bar rod：
In formula：RUFor 16 end reaction of steel bar rod, unit K N；
RAFor 15 counter-force of steel bar rod undersetting, unit K N；
Sina is 4 horizontal line of girder to the just profound coefficient of 16 angle of steel bar rod；
lhFor 4 horizontal line of girder to 14 center vertical range of steel bar rod upper bracket, unit m；
llFor the horizontal distance at 15 center of steel bar rod undersetting to 12 inward flange of vertical beam, unit m；
5th, 16 design ultimate bearing capacity of steel bar rod：RG=KRU
In formula：RGFor 16 design ultimate bearing capacity of steel bar rod, unit K N；
K is 16 safety coefficient of steel bar rod, takes 8；
RUFor 16 axial force of steel bar rod, unit K N；
6th, 16 design diameter of steel bar rod：
In formula：D be 16 design diameter of steel bar rod, unit mm；
RGFor 16 design ultimate bearing capacity of steel bar rod, unit K N；
Fy is 16 tensile strength design load of steel bar rod, using HRB400 grades of reinforcing bars, takes 360N/mm2；
N is that steel bar rod 16 is 2；
7th, 15 bearing capacity calculation of steel bar rod undersetting：
7.1st, 15 maximal bending moment of steel bar rod undersetting：Mmax=-RAll
In formula：MmaxFor 15 maximal bending moment of steel bar rod undersetting, unit K Nm；
llFor 4 bottom wing edge of girder to the distance at 15 center of steel bar rod, unit m；
RA be 15 counter-force of steel bar rod undersetting, unit K Nm；
7.2nd, 15 bending strength of steel bar rod undersetting：
In formula：MmaxFor 15 maximal bending moment of steel bar rod undersetting, unit K Nm；
rxFor steel product cross-sectional plasticity coefficient, 1.05 are taken；
WxminFor 15 section resistance moment of steel bar rod undersetting, unit K Nm；
Fy is steel bending strength design load, takes 205N/mm2；
8th, girder limiter shearing strength checks：
8.1st, the horizontal component that steel bar rod 16 generates：
In formula：The horizontal component that V generates for steel bar rod 16, unit K N；
RUFor 16 axial force of steel bar rod, unit K N；
Cosa is profound coefficient more than 16 horizontal sextant angle of girder 4 and steel bar rod；
lhFor 4 horizontal line of girder to 14 center vertical range of steel bar rod upper bracket, unit m；
llFor the horizontal distance at 15 center of steel bar rod undersetting to 12 inward flange of vertical beam, unit m；
8.2nd, 11 shearing strength of limited block checks：[V]=AVFV≥V
In formula：[V] be 11 shear Design value of limited block, unit K N；
AVFor 11 steel anti-shearing section area of limited block, unit mm2；
Fv is 11 steel shearing strength design load of limited block, takes 125N/mm2；
The horizontal component that V generates for steel bar rod 16, unit K N；
9th, 15 weld seam shearing strength of steel bar rod undersetting checks：
In formula：σfFor perpendicular to the shear stress in fusion length direction, unit N/mm2, by weld seam effective area helwIt calculates：
The horizontal component that V generates for steel bar rod 16, unit K N；
heFor the calculated thickness of angle welding, right angle welding seam he=0.7hf, hfFor leg width=1.5t0.5, t is limited block
11 edge of a wing thickness, unit mm；
Lw is computational length=∑ l-nh of angle weldingf, ∑ l is the sum of for angle welding physical length, hfIt is limited for girder 4 with it
The length of side of position block 11 overlaps length, and unit mm, n are weld seam item number；
βfFor the strength failure criterion enhancement coefficient of front fillet weld, to directly bearing the structure of dynamic load, βf=1.0；
ff wFor the shearing strength design load of angle welding, value 125N/mm2；
10th, 9 normal section bearing capacity of lower part superstructure side bar checks：
10.1 load calculates:
1) live load is calculated as follows:ql=1/4Lbb·q3/L
2) dead load is calculated as follows:Q2=1/4Lbb·hbγ/L
In formula:qlThe line mobile load on lower part superstructure side bar 9, unit K N/m are acted on for superstructure Bars In Poured Concrete Slab；
q2The line dead load on lower part superstructure side bar 9, unit K N/m are acted on for superstructure Bars In Poured Concrete Slab；
L be superstructure Bars In Poured Concrete Slab the standard width of a room in an old-style house, unit m；
bbFor the depth of superstructure Bars In Poured Concrete Slab, unit m；
hbFor the cast-in-place plate thickness of superstructure, unit m；
q3For superstructure design of cast-in-place plate Live Loads on Floors in Buildings standard value, unit K N/m2；
γ superstructure Bars In Poured Concrete Slab concrete densities take 25.lKN/m3；
10.2 lower part superstructure side bars 9 bear the end reaction of girder 4:Rz=RB+RA
In formula:RA be 15 counter-force of steel bar rod undersetting, unit K N；
RB acts on the end reaction on lower part superstructure side bar 9, unit K N for vertical beam 12；
10.3 lower part superstructure side bar normal section bearing capacity checking computations：
It is set a roof beam in place computation model using positive structure tool box-frame is managed, input live load qlWith dead load q2, 4 end reaction of girder
RzAnd its after 9 section of partial safety factor for load and lower part superstructure side bar, arrangement of reinforcement and concrete strength parameter, calculate and obtain lower part superstructure
9 bearing capacity of side bar, rigidity and fracture width；
11st, 17 Torsion bearing capacity of top superstructure side bar checks:
11.1 torque is calculated as follows:T=KVhlb
In formula:T acts on the torque of top superstructure side bar 17, unit K NM for vertical beam 12；
K takes 1.2 for torque resistant safety coefficient；
The horizontal component that V generates for steel bar rod 16, unit K N；
hlbFor the distance of 14 center of steel bar rod upper bracket to top superstructure side bar, 17 bottom, unit m；
11.2 top superstructure side bar, 17 Torsion bearing capacity checks:
It is set a roof beam in place computation model using positive structure tool box-frame is managed, input live load qlWith dead load q2, torque T, load subitem
After 17 section of coefficient and top superstructure side bar, arrangement of reinforcement and concrete strength parameter, 17 bearing capacity of calculating acquisition top superstructure side bar,
Rigidity and fracture width.
Four：Girder 4 makes：
Girder 4 is No. 16 I-steel of national standard I, and length is 4.5~5m；
Steel bar rod undersetting 15 uses 120 × 80 × 10mm angle steel of 2000~2100mm long, and under steel bar rod
Bearing 15 bores the preformed hole to match with 16 diameter of steel bar rod at 4 20~50mm of edge of girder；
Limited block 11 uses 90~100mm long 16a channel steels；Preformed hole on lower reinforcing plate 13 is 16~20mm.
5th, vertical beam 12 makes：
Vertical beam 12 is No. 16 I-steel of national standard I, highly subtracts 170~180mm for floor structure clear height, lower end welding
The thickness of lower reinforcing plate 13 is 10~15mm；
Steel bar rod upper bracket 14 uses 120 × 80 × 10mm angle steel of 2000~2100mm long, and under steel bar rod
Bearing 15 bores the preformed hole to match with 16 diameter of steel bar rod at 12 20~50mm of edge of vertical beam.
6th, secondary beam 5 makes and installs：
Secondary beam 5 is 16a channel steels, and design length 2000mm, both ends are connected using welding with girder 4.
7th, feeding passage makes：
Design size is totally six pieces of the 3mm thickness embossed steel plates 19 of 1000mm × 1000mm, and every three pieces is in one groups, every group
Embossed steel plates 19 are riveted into using hinge 20 and fold upper flitch.
8th, steel bar rod 16 makes：Steel bar rod 16 uses HRB400 grades of reinforcing bars of national standard, a diameter of 16~20mm, length
For 15 center of steel bar rod undersetting to 14 center oblique line distance of steel bar rod upper bracket plus 150~200mm, upper-lower section difference
Mantle fiber length is 100~1500mm, and mantle fiber flight pitch is 2.0~2.5mm.
9th, discharging platform main body is installed：According to the width of lower part superstructure side bar 9, girder is positioned on lower part superstructure side bar 9
4 center line, and fixed girder 4 being fixed on lower part superstructure side bar 9 using the expansion bolt of 12~14mm, and by limited block
11 are adjacent to the side of lower part superstructure side bar 9.
Tenth, vertical beam is installed：Girder 4 is connected by jail with vertical beam 12 using 12~16mm of diameter bolts with vertical beam 12 in girder 4
Gu and will the top of vertical beam 12 welding upper reinforcing plate 18, upper reinforcing plate 18 is bolted fixation by 12~16mm of diameter.
11, steel bar rod 16 is installed：Steel bar rod 16 is passed through into steel bar rod upper bracket 14 and steel bar rod undersetting
15, and use nut tightens the both ends of steel bar rod 16.
12, feeding channel plate is laid with：By in one end fixed platform embossed steel plates 6 of feeding channel plate, shape is then unfolded
Into feeding passage.
13, the installation of railing 7 and enclosure board 8 is safeguarded；
14, the stressed member on discharging platform is coated into etch-proof paint, ensures discharging platform Reusability
Durability and reliability.
Basic principle, main feature and the advantages of the present invention of the present invention has been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, without departing from the spirit and scope of the present invention, various changes and modifications of the present invention are possible, these changes
Change and improvement all fall within the protetion scope of the claimed invention.
Claims (6)
1. a kind of self-stabilising suspension type discharging platform, including scaffold group, which is characterized in that be equipped on the inside of the scaffold group
The girder (4) being mutually parallel is equipped with secondary beam (5) between girder (4), equipped with platform embossed steel plates between girder (4) and secondary beam (5)
(6)；The girder (4) is equipped with and goes along with sb. to guard him railing (7), goes along with sb. to guard him and wall interior panel (8) is equipped between railing (7)；
The lower end of the girder (4) is equipped with lower part superstructure side bar (9)；The one side of the lower part superstructure side bar (9) is equipped with limited block
(11)；
The upside of the girder (4) is equipped with vertical beam (12), and lower reinforcing plate (13) is equipped between girder (4) and vertical beam (12), lower to add
Strong plate (13) is bolted on girder (4), and vertical beam (12) is weldingly fixed on lower reinforcing plate (13)；
Steel bar rod upper bracket (14) is equipped between the vertical beam (12), girder (4) bottom is equipped with and steel bar rod upper bracket
(14) parallel steel bar rod undersetting (15) is equipped with steel between steel bar rod upper bracket (14) and steel bar rod undersetting (15)
Muscle pull rod (16)；
The top of the vertical beam (12) is equipped with top superstructure side bar (17), is equipped between vertical beam (12) and top superstructure side bar (17)
Upper reinforcing plate (18), upper reinforcing plate (18) are welded on the top of vertical beam (12), and top superstructure side bar (17) is bolted on
On upper reinforcing plate (18)；
The lower part superstructure side bar (9) and platform embossed steel plates (6) upper end are equipped with feeding channel plate, and feeding channel plate includes embossing
Steel plate (19) is equipped with hinge (20) between embossed steel plates (19).
A kind of 2. self-stabilising suspension type discharging platform according to claim 1, which is characterized in that the scaffold group bag
Upright bar (1), small cross bar (2) and leger (3) are included, small cross bar (2) and leger (3), small cross bar (2) are equipped between upright bar (1)
It is mutually perpendicular to leger (3).
A kind of 3. self-stabilising suspension type discharging platform according to claim 1, which is characterized in that the lower part superstructure side
Beam (9) and girder (4) are connected by expansion bolt (10) to be fixed.
A kind of 4. self-stabilising suspension type discharging platform according to claim 1, which is characterized in that the limited block (11)
Lower part superstructure side bar (9) is close in one side, is close to girder (4) on the upside of limited block (11).
A kind of 5. self-stabilising suspension type discharging platform according to claim 1, which is characterized in that the steel bar rod
(16) both ends are threaded rod, and tight steel bar rod (16) is fixed by being screwed into nut on threaded rod.
A kind of 6. self-stabilising suspension type discharging platform according to claim 1, which is characterized in that the lower part superstructure side
Beam (9) and the floor side that the top superstructure side bar (17) is concreting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721557122.6U CN207436517U (en) | 2017-11-20 | 2017-11-20 | A kind of self-stabilising suspension type discharging platform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721557122.6U CN207436517U (en) | 2017-11-20 | 2017-11-20 | A kind of self-stabilising suspension type discharging platform |
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| Publication Number | Publication Date |
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| CN207436517U true CN207436517U (en) | 2018-06-01 |
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ID=62286532
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| Application Number | Title | Priority Date | Filing Date |
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| CN201721557122.6U Expired - Fee Related CN207436517U (en) | 2017-11-20 | 2017-11-20 | A kind of self-stabilising suspension type discharging platform |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN111456400A (en) * | 2020-03-24 | 2020-07-28 | 中国五冶集团有限公司 | Interim operation platform structure in high altitude |
| CN111663788A (en) * | 2020-06-16 | 2020-09-15 | 北京欧斯度科技有限公司 | Platform of unloading convenient to accomodate |
| CN112837547A (en) * | 2021-02-22 | 2021-05-25 | 深圳市安普信达软件技术服务有限公司 | Intelligent urban road passing indication system |
-
2017
- 2017-11-20 CN CN201721557122.6U patent/CN207436517U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN111456400A (en) * | 2020-03-24 | 2020-07-28 | 中国五冶集团有限公司 | Interim operation platform structure in high altitude |
| CN111663788A (en) * | 2020-06-16 | 2020-09-15 | 北京欧斯度科技有限公司 | Platform of unloading convenient to accomodate |
| CN112837547A (en) * | 2021-02-22 | 2021-05-25 | 深圳市安普信达软件技术服务有限公司 | Intelligent urban road passing indication system |
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