CN204920169U - A portable high altitude operation platform for girder steel construction - Google Patents

Abstract

The utility model provides a portable high-altitude operation platform for steel beam construction, which includes a frame, a support rod installed on the frame, ropes on both sides of the frame, and first and second clamps; one end of the first clamp is installed on the On the frame, it includes a first clamping part with a first clamp and a first jacking bolt that passes through the first clamp, and the first clamp is detachably clamped on the lower flange of the steel beam; the second clamp It includes a second clamping part with a second jaw and a second jacking bolt that passes through the second jaw. The second jaw is detachably clamped on the upper flange of the steel beam; the two ends of the rope are respectively fixed on the second on the clamping part and on the frame. The above-mentioned portable high-altitude operation platform fixes the first and second clamps on the upper and lower flanges of the steel beam through the first and second tightening bolts respectively, so that the operation platform can be fixed on steel beams of different thicknesses, and can be disassembled. It is easy to install, flexible in turnover, and can effectively provide high-altitude operation space.

Description

A portable high-altitude operation platform for steel beam construction

technical field

The utility model relates to the construction field, in particular to a portable high-altitude operation platform used for steel beam construction.

Background technique

When carrying out high-altitude operations on the exterior walls of buildings, due to the time difference between steel structure construction and concrete floor or structure construction, it is difficult for people to set up an effective operating platform on the completed floor to complete high-altitude welding, high-strength bolt screwing and other processes , so the construction personnel need to work in the high-altitude and side-by-side environment for a long time. In order to improve work efficiency and ensure personal safety, at present, high-altitude hanging baskets, temporary wooden springboards, and on-site welding simple platforms are usually used to provide operating space for operators. However, the process of temporarily erecting a wooden springboard or welding a simple platform is time-consuming and labor-intensive, it is inconvenient to disassemble and turn around, and there is a large safety hazard, so a better solution is urgently needed.

Utility model content

The technical problem to be solved by the utility model is to provide a portable high-altitude operation platform for steel beam construction, which can fix the operation platform on steel beams of different thicknesses, which is convenient for disassembly and assembly, flexible turnover, and can effectively provide high-altitude operation space .

The utility model is achieved in this way, a portable high-altitude operation platform for steel beam construction, including a frame, a support rod installed on the frame, ropes located on both sides of the frame, and first and second clamps; One end of the first clamp is installed on the frame, which includes a first clamping portion with a first jaw and a first jacking bolt passing through the first jaw, the first jaw It is detachably clamped on the lower flange of the steel beam; the second clamp includes a second clamping part with a second jaw and a second jacking bolt that passes through the second jaw, and the second The clamping mouth is detachably clamped on the upper flange of the steel beam; the two ends of the rope are respectively fixed on the second clamping part and the frame.

Further, the first clamping part is fixed on both sides of the frame.

Further, the second clamping part is further provided with a hook, and the rope is looped on the hook.

Further, the portable high-altitude operation platform also includes a plurality of rope clips for adjusting the connection length of the ropes, and the rope clips are fixed on the ropes.

Further, the frame is in the shape of a channel, which is formed by splicing and surrounding three angle steels.

Further, the first and second clamping parts are both made of steel plates.

Further, the rope is made of steel wire.

Compared with the prior art, the utility model has the beneficial effect that the portable high-altitude operation platform for steel beam construction described in the utility model clamps the first and second jaws respectively through the first and second tightening bolts. Fixed on the upper and lower flanges of steel beams, the operation platform can be fixed on steel beams of different thicknesses. It is easy to disassemble and assemble, flexible in turnover, and can effectively provide high-altitude operation space.

Description of drawings

Fig. 1 is a schematic diagram of the installation of the portable high-altitude operation platform for steel beam construction provided by the embodiment of the present invention.

Detailed ways

In order to make the purpose, technical solution and advantages of the utility model clearer, the utility model will be further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described here are only used to explain the utility model, and are not intended to limit the utility model.

Fig. 1 is the portable high-altitude operation platform that is used for the construction of steel beam 10 shown in the embodiment of the present utility model, and it comprises frame 1, the support pole 2 that is installed on frame 1, the rope 3 that is installed on frame 1 both sides and adjustable The first and second clamps 4,5. One end of the first clamp 4 is installed on the frame 1, which includes a first clamping portion 41 having a first clamping opening (not shown in the figure) and a first clamping bolt 42 passing through the first clamping opening. A jaw is detachably clamped on the lower flange of the steel beam 10 . The second clamp 5 includes a second clamping portion 51 with a second jaw (not shown in the figure) and a second jacking bolt 52 that is passed through the second jaw, and the second jaw is detachably clamped on the Steel beam 10 upper flange. Both ends of the rope 3 are respectively fixed on the second clamping part 51 and the frame 1 .

Specifically, the first clamping portion 41 is fixed on both sides of the frame 1 . A hook 53 is also provided on the second clamping part 51 , and the rope 3 is hung on the hook 53 . The portable high-altitude operation platform also includes a plurality of rope clips 6 for adjusting the connection length of the rope 3 , and the rope clips 6 are fixed on the rope 3 . In this embodiment, the frame 1 is in the shape of a channel, which is formed by splicing and surrounding three L50×5 angle steels, and the material of the angle steels is Q235B. The first and second clamping parts 41 and 51 are both made of steel plates, the material of which is Q235B, and the thickness is 15mm. The first and second clamping bolts 42 and 52 are both M22 bolts. The rope 3 is made of steel wire, the diameter of the steel wire is Φ16mm, and the length is 1200mm. Preferably, both the first clamping part 41 and the hook 53 are respectively fixed on the frame 1 and the second clamping part 51 by means of fillet welds.

The portable operating platform is designed according to the operating space of an operator. The load is considered to bear 100kg to check the stability of the frame 1. The main checking calculation is the bearing capacity of the frame 1, the bearing capacity of the first and second clamps 4 and 5, The welding seam bearing capacity between the second clamping part 51 and the hook 53 and the welding seam bearing capacity between the first clamping part 41 and the frame 1 .

The self-weight of the structure is considered in the calculation, and the load combination is 1.2DL+1.4LL, where DL is the self-weight of the structure, and LL is the load acting on the outer middle node of frame 1, which is taken as 1000N. The calculation model is established by MidasGen analysis software, the frame 1 adopts the beam element, and the rope 3 on the upper flange of the frame 1 and the steel beam 10 adopts the cable element.

a. Analysis of checking results of frame 1

Through MidasGen analysis software, it can be seen that under the concentrated load of 1000N, the maximum displacement of frame 1 is 0.8mm, and the maximum stress is 159.7MPa<f=215MPa, where f is the design value of the tensile and compressive strength of Q235 steel. Frame 1 meets the bearing capacity requirements.

b. Analysis of the bearing capacity of the first and second clamps 4 and 5

The first and second clamps 4 and 5 are tightened by M22 bolts so that the sides of the first and second clamping parts 41 and 51 without bolt holes are in close contact with the flange of the steel beam 10 to resist horizontal loads. For 4.8-grade M22 bolts, the damage torque value is 225N m from the table, and the pre-tightening torque is 70% of the damage torque, that is:

M _t =M×0.7=225MPa×0.7=157.5MPa

Among them, Mt is the preload torque, and M is the breaking torque.

It can be deduced from the formula M _t =K×P ₀ ×d/1000, P ₀ =1000M _t /(K×d), where P0 is the pre-tightening force, K is the tightening force coefficient, and d is the nominal diameter of the thread. It is known from the table that K=0.18, d=22mm, substituting into the pre-tightening force formula, the pre-tightening force P0=39.8KN when each bolt is tightened can be obtained.

According to the principle of force balance, the pressure on the other side of the first and second clamping parts 41 and 51 is in balance with the pre-tightening force of the bolts. Therefore, the pressure between the second clamp 5 and the upper flange of the steel beam 10 is N1 = P0 = 39.8KN, and the pressure between the first clamp 4 and the lower flange of the steel beam 10 is N2 = 2P0 = 79.6KN.

For Q235 steel, the inorganic zinc-rich primer is sprayed after shot peening and derusting, and the friction coefficient between steel materials is 0.35. The friction bearing capacities F1 and F2 of the second and first clamps 5 and 4 are respectively:

F ₁ = N ₁ × μ = 39.8KN × 0.35 = 13.93KN

F ₂ = N ₂ × μ = 79.6KN × 0.35 = 27.86KN

Calculated by MidasGen analysis software, the horizontal reaction force of the upper and lower flange joints of the steel beam 10 is 726N, which is much smaller than the friction bearing capacity of the first and second clamps 4 and 5, meeting the bearing capacity requirements.

c. Analysis of the fillet weld bearing capacity of the second clamping part 51 and the hook 53

The hook 53 adopts Ф10 steel bar, and is connected with the second clamping part 51 through a fillet weld. According to the relevant provisions of 7.1.3 of the "Code for Design of Steel Structures" (GB50017-2003), for right-angle fillet welds whose force is parallel to the length direction of the weld, the strength check is performed according to the following formula:

${\mathrm{<span\; class="notranslate">\; \&tau;</span>}}_{\mathrm{<span\; class="notranslate">\; f</span>}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; N</span>}}{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; e</span>}}{\mathrm{<span\; class="notranslate">\; l</span>}}_{\mathrm{<span\; class="notranslate">\; w</span>}}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; 726</span>}\mathrm{<span\; class="notranslate">\; N</span>}}{\mathrm{<span\; class="notranslate">\; 7</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; m</span>}<span\; class="notranslate">\; \&times;</span>\mathrm{<span\; class="notranslate">\; 36</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; m</span>}}<span\; class="notranslate">\; =</span>\mathrm{<span\; class="notranslate">\; 2.88</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; P</span>}\mathrm{<span\; class="notranslate">\; a</span>}<span\; class="notranslate">\; <</span>{\mathrm{<span\; class="notranslate">\; f</span>}}_{\mathrm{<span\; class="notranslate">\; f</span>}}^{\mathrm{<span\; class="notranslate">\; w</span>}}<span\; class="notranslate">\; =</span>\mathrm{<span\; class="notranslate">\; 160</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; P</span>}\mathrm{<span\; class="notranslate">\; a</span>}$

Meet the bearing capacity requirements.

d. Analysis of the weld bearing capacity between the first clamping part 41 and the frame 1

The first clamping part 41 is connected to the frame 1 through a fillet weld. According to the relevant provisions of "Code for Design of Steel Structures" (GB50017-2003) 7.1.3, for a right-angle fillet weld whose force is parallel to the length direction of the weld, its Strength checking is performed according to the following formula:

${\mathrm{<span\; class="notranslate">\; \&tau;</span>}}_{\mathrm{<span\; class="notranslate">\; f</span>}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; N</span>}}{{\mathrm{<span\; class="notranslate">\; h</span>}}_{\mathrm{<span\; class="notranslate">\; e</span>}}{\mathrm{<span\; class="notranslate">\; l</span>}}_{\mathrm{<span\; class="notranslate">\; w</span>}}}<span\; class="notranslate">\; =</span>\frac{\mathrm{<span\; class="notranslate">\; 726</span>}\mathrm{<span\; class="notranslate">\; N</span>}}{\mathrm{<span\; class="notranslate">\; 5</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; m</span>}<span\; class="notranslate">\; \&times;</span>\mathrm{<span\; class="notranslate">\; 35</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; m</span>}}<span\; class="notranslate">\; =</span>\mathrm{<span\; class="notranslate">\; 4.15</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; P</span>}\mathrm{<span\; class="notranslate">\; a</span>}<span\; class="notranslate">\; <</span>{\mathrm{<span\; class="notranslate">\; f</span>}}_{\mathrm{<span\; class="notranslate">\; f</span>}}^{\mathrm{<span\; class="notranslate">\; w</span>}}<span\; class="notranslate">\; =</span>\mathrm{<span\; class="notranslate">\; 160</span>}\mathrm{<span\; class="notranslate">\; m</span>}\mathrm{<span\; class="notranslate">\; P</span>}\mathrm{<span\; class="notranslate">\; a</span>}$

Meet the bearing capacity requirements.

In the portable high-altitude operation platform used for steel beam construction described in the utility model, the first and second jaws are respectively clamped on the upper and lower flanges of the steel beam 10 by the first and second jacking bolts 42 and 52 , the operating platform can be fixed on steel beams 10 of different thicknesses, which is convenient for disassembly and assembly, flexible turnover, and can effectively provide high-altitude operation space.

The above descriptions are only preferred embodiments of the present utility model, and are not intended to limit the present utility model. Any modifications, equivalent replacements and improvements made within the spirit and principles of the present utility model shall be included in this utility model. within the scope of protection of utility models.

Claims (7)

1. for a portable high-altitude operation platform for girder steel construction, the rope comprise framework, installing support bar on said frame, be positioned at described framework both sides, it is characterized in that, described portable high-altitude operation platform also comprises first, second fixture; One end of described first fixture is installed on said frame, and it comprises first clamping section with the first jaws and the first puller bolt be located in described first jaws, and described first jaws is dismountable clamping in girder steel bottom flange; Described second fixture comprises second clamping section with the second jaws and the second puller bolt be located in described second jaws, and described second jaws is dismountable clamping in girder steel top flange; The two ends of described rope are separately fixed on described second clamping section and framework.

2., as claimed in claim 1 for the portable high-altitude operation platform of girder steel construction, it is characterized in that, described first clamping section is fixed on the both sides of described framework.

3., as claimed in claim 1 for the portable high-altitude operation platform of girder steel construction, it is characterized in that, described second clamping section is also provided with hook, and described rope hanging sleeve is in described hook.

4., as claimed in claim 1 for the portable high-altitude operation platform of girder steel construction, it is characterized in that, described portable high-altitude operation platform also comprises multiple for regulating the wire clips of rope connecting length, and described wire clips is fixed on described rope.

5., as claimed in claim 1 for the portable high-altitude operation platform of girder steel construction, it is characterized in that, described framework is flute profile, its by three angle splice joints around forming.

6., as claimed in claim 1 for the portable high-altitude operation platform of girder steel construction, it is characterized in that, first, second clamping section described is made by steel plate.

7., as claimed in claim 1 for the portable high-altitude operation platform of girder steel construction, it is characterized in that, described rope is made up of steel wire.