CN102296798A - Bracket bearing structure at external corner part of segmented erection type scaffold - Google Patents
Bracket bearing structure at external corner part of segmented erection type scaffold Download PDFInfo
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- CN102296798A CN102296798A CN201110158450XA CN201110158450A CN102296798A CN 102296798 A CN102296798 A CN 102296798A CN 201110158450X A CN201110158450X A CN 201110158450XA CN 201110158450 A CN201110158450 A CN 201110158450A CN 102296798 A CN102296798 A CN 102296798A
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 111
- 239000010959 steel Substances 0.000 claims abstract description 111
- 230000011218 segmentation Effects 0.000 claims description 13
- 238000009408 flooring Methods 0.000 claims description 9
- 238000003825 pressing Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 11
- 230000007547 defect Effects 0.000 abstract 1
- 238000010586 diagram Methods 0.000 description 10
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 241000209094 Oryza Species 0.000 description 3
- 235000007164 Oryza sativa Nutrition 0.000 description 3
- 238000005452 bending Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 3
- 238000007906 compression Methods 0.000 description 3
- 230000002950 deficient Effects 0.000 description 3
- 229910052742 iron Inorganic materials 0.000 description 3
- 235000009566 rice Nutrition 0.000 description 3
- 238000010008 shearing Methods 0.000 description 3
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 2
- 235000017491 Bambusa tulda Nutrition 0.000 description 2
- 241001330002 Bambuseae Species 0.000 description 2
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 239000011425 bamboo Substances 0.000 description 2
- 241001310793 Podium Species 0.000 description 1
- 239000011324 bead Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000005098 hot rolling Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
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Abstract
The invention discloses a bracket bearing structure at an external corner part of a segmented erection type scaffold for a building with a simple support structure. The structure disclosed by the invention can be used for overcoming the defects of stress concentration and jaggy appearance of the traditional cantilever beam structure, is economic and reasonable and can ensure the safety of construction, and the scaffold has an attractive appearance and is neat and uniform. The bracket bearing structure disclosed by the invention comprises 3 profile steel beams and 6 diagonal draw steel wire ropes, wherein the 3 profile steel beams comprise a main beam (1), a left auxiliary beam (2) and a right auxiliary beam (3); the 6 diagonal draw steel wire ropes (4) are respectively arranged at the external ends of the 3 profile steel beams, i.e., each profile steel beam is provided with 2 diagonal draw steel wire ropes, wherein one diagonal draw steel wire rope is used as a stressed rope and the other diagonal draw steel wire rope is used as a safety protection rope; the main beam is arranged along an external angle bisector; the left and right auxiliary beams are respectively arranged at the two sides of the main beam; the included angles between the left and right auxiliary beams and the main beam are respectively 45 degrees, and the junctions of the left and right auxiliary beams and the main beam are welded into a whole; the left and right auxiliary beams in the profile steel beams are equal in length and horizontal in direction; the length of the profile steel beams beyond the external corner part is equal to that of the auxiliary beams; the profile steel beams are arranged in parallel according to the computed longitudinal distance between upright posts of the scaffold; and the bracket bearing structure is convenient in operation and attractive in appearance.
Description
Technical field
The present invention relates to external corner rotation angle position scaffold support body bearing structure design in segmentation is set up in the construction of a kind of high building project the external scaffolding structural system, relate in particular to builder's jack.
Background technology
In recent years, along with quickening of urbanization process, high-rise, super highrise building increases day by day, and builder's jack is used comparatively general under following three kinds of situations: 1. according to the programming arrangement, and the upper body structure of in the construction of pit backfill soil, need constructing; 2. be podium around the highrise building agent structure, scaffold can not directly support on the ground; 3. in the construction of super highrise building, the scaffold building height surpasses the permission scaffolding height, therefore scaffold is set up by allowing scaffolding height to be divided into plurality of sections, and every section scaffold is bearing in respectively on the section steel beam that depends on building floor and encorbelment outside building.
Set up the important component of formula scaffold as segmentation, external corner position, scaffold bottom section steel beam is being born the important task of whole Load Transfer of segmentation scaffold being given building structure.Segmented is set up scaffold and generally is divided into four kinds of forms such as beam type, diagonal-bracing type, cable-stayed type and combined type.
The oblique roller cost is lower, shortcoming is that wire rope is as a kind of flexible material, how many difficult characteristics of determining of bearing load determine it to have certain defective, generally preferentially do not adopt flexible materials such as maybe should not adopting wire rope as primary structure member during design, at some privileged sites, as the external corner place, the big position of cantilever end length, for improving the stability of cantilevered structure support unit, usually consider that adding shaped steel under semi girder supports, so, can increase the shaped steel consumption undoubtedly, increase tube material etc. when additionally applying horizontal restraint power, strengthened the cost of setting up of scaffold.
Beam type because of its simple structure, set up conveniently, safety reliability is high is widely adopted.This method is that section steel beam is put perpendicular to the building outer edge by the design-calculated spacing, the length that section steel beam stretches out the building outer edge satisfies the scaffold building requirement, the length that is anchored at interior of building is not less than 1.25 times of extension, the binding of section steel beam and building floor adopts the method for embedded bar anchor ring in floorslab concrete to realize, but shaped steel is long, consumption is big, cost is high.And this structure also has following defective:
When section steel beam was put perpendicular to the building outer edge, the cantilever steel girder anchoring section of rotation angle position both direction intersected vertically in floor, caused section steel beam stack herein, and can't the arranged type girder steel on the corner miter angle bisector.For addressing this problem, during practice of construction, often the section steel beam at position, bead angle being radial puts, though this layout has solved foregoing problems, but produced new problem simultaneously: on the one hand, the building external scaffolding is outer protective frame and the handling frame that is used for building operations, and its support body forms at building external corner position and crosses.Because the vertical rod of intersection's scaffold causes the stressed maximum of section steel beam of corner, and should be difficult for fixing by place's support body from the distance of building farthest.On the other hand, many section steel beam afterbodys of radial distribution are intersected in a place in floor, because of the method for pre-buried anchor ring in floorslab concrete is all adopted in the binding of every section steel beam and building floor, thereby cause section steel beam intersection anchor ring a lot, floor stressed very concentrated.External scaffolding is set up synchronously with concrete structure construction, therefore anchor ring is just stressed when floorslab concrete does not reach design strength, the floor slab structure of anchor ring scope very easily cracks, and serious may cause scaffold to topple or serious consequence such as building structure permanent damage.
Summary of the invention
The object of the present invention is to provide a kind of segmentation of freely supported structure to set up formula scaffold external corner position support body bearing structure, the stress that overcomes existing cantilever beam structures is concentrated, the uneven defective of outward appearance.
Structure of the present invention is a freely supported structure; comprise 3 section steel beams: girder, left auxiliary girder, right auxiliary girder and 6 oblique rollering steel silk ropes, promptly every section steel beam is provided with 2 oblique rollering steel silk ropes, and wire rope is arranged on the outer end of major and minor beam; wherein one as primary structure member, and another root is as the safeguard protection rope.
Described girder is provided with along the external corner bisector, and left auxiliary girder and right auxiliary girder are separately positioned on the both sides of girder, and the angle with girder is 45 degree respectively, and three's intersection is welded into an integral body.
The inner of described girder and place, nearly external corner sideline are anchored on the cast-in-place member flooring with pre-buried anchor ring, and described left auxiliary girder and right auxiliary girder are anchored on the cast-in-place member flooring with pre-buried anchor ring at the inner and the place, nearly external corner sideline of beam.
One end of described oblique rollering steel silk rope toggles in the anti-skidding nail place of fastening of section steel beam, wire line thimble geometric pattern girder steel rearward end, burst is with being no less than 4 U type clip chucking card jails, the other end toggles in the pre-buried round steel ring of the cast-in-place member in upper strata, and described wire rope tail end is folding partly with being no less than 4 U type clip chuckings.
Described anchor ring is made up of L type round steel member, pressing plate, each is to being one group, use in pairs, L type round steel member is vertically installed in the both sides of described section steel beam respectively, its traversing section is embedded in the bottom of cast-in-situ beam slab member lower floor reinforcing bar in advance, vertically section band silk presses pressing plate also by double nut compact type girder steel.When the no-reinforcing-bar of pre-buried position, then take to increase the way of reinforcing rib.The quantity that is provided with of described anchor ring is that the end is provided with two groups at least, and place, nearly external corner sideline is provided with one group.
Described major and minor beam is at place, nearly external corner sideline, and its bottom is provided with non-slipping block, and described non-slipping block takes pre-buried mode to be fixed on the cast-in-place member flooring.The bottom of described major and minor beam is not less than 25 ㎜ and length is not less than anti-skidding the fasten nail of the HRB400 bar dowel of 100 ㎜ as wire rope in the stress point place of wire rope full weld one diameter, the upper end welds respectively in place, the inside and outside vertical rod set-point of scaffold that a diameter is not less than 25 ㎜ and length is not less than 150 ㎜ HRB400 bar dowels, is used for the location of scaffold upright rod.
One end of described oblique rollering steel silk rope toggles in the anti-skidding nail place of fastening of section steel beam, wire line thimble geometric pattern girder steel rearward end, burst is with being no less than 4 U type clip chucking card jails, the other end toggles in the pre-buried round steel ring of the cast-in-place member in upper strata, and described wire rope tail end is folding partly with being no less than 4 U type clip chuckings.
Advantage of the present invention is:
1, the present invention is with the oblique rollering steel silk rope drawknot point of the bearing type girder steel outer end fulcrum as the carrying girder steel, reduced the drift of carrying girder steel, dwindled the maximal bending moment absolute value of section steel beam, the model of carrying girder steel can correspondingly reduce under the constant situation of scaffold building height, has reduced the shaped steel consumption;
2, the present invention by a girder and two be distributed in the girder both sides and with girder 45
oThe auxiliary girder that intersects is formed the corner carrying system at scaffold external corner position, do not need to become the section steel beam of radial arrangement excessive through too much root, promptly realized with corner beyond being arranged in parallel of carrying girder steel, help the regularly arranged of scaffold upright rod, need not extra increase vertical rod in the part scaffold that causes because of the shaped steel radial arrangement fall through need on the section steel beam of encorbelmenting, shelve, in order to the fall through transverse horizontal girder steel of vertical rod of support.The safety of building and scaffold has been protected in both economical rationality again, can also make the scaffold appearance looks elegant, and is uniform;
3, the present invention by a girder and two be distributed in the girder both sides and with girder 45
oThe auxiliary girder that intersects is formed the corner carrying system at scaffold external corner position, do not need to become the section steel beam of radial arrangement excessive through too much root, many section steel beam anchored end that overcome radial distribution are intersected in the drawback at a place in floor, avoid the concentrated stressed of section steel beam anchored end place floor, eliminated architecture quality, potential safety hazard;
4, the present invention by a girder and two be distributed in the girder both sides and with girder 45
oThe corner carrying system that the auxiliary girder that intersects is formed scaffold external corner position can realize standardization making, tool-type installation, to save human and material resources and time, meets resources conservation, eco-friendly green construction requirement.
Description of drawings
Fig. 1 assembles the vertical view of schematic diagram for the present invention.
Fig. 2 is major and minor beam stress model schematic diagram.
Fig. 3 is major and minor beam computation model schematic diagram.
Fig. 4 is an A-A sectional view of the present invention.
Fig. 5 is a B-B sectional view of the present invention.
Fig. 6 is that anchor ring of the present invention is made schematic diagram.
Fig. 7 is the main beam stress illustraton of model of present embodiment.
Fig. 8 is the girder moment of flexure envelope diagram of present embodiment.
Fig. 9 is the girder shearing envelope diagram of present embodiment.
Figure 10 arranges schematic diagram for existing external corner position section steel beam.
The specific embodiment
Below be engineering construction example of the present invention:
This project is positioned at Changsha, is high-rise residential building, frame-shear wall structure, 3 meters of typical floor floor heights.The construction at external corner position is adopted oblique La Jianzhi beam type double-pole scaffold with external scaffolding.
As shown in Figure 1, scaffold external corner position support body bearing structure comprises 3 section steel beams: girder 1, left auxiliary girder 2, right auxiliary girder 3 and 6 oblique rollering steel silk ropes 4.Wire rope 4 is separately positioned on the outer end of each beam, and promptly every section steel beam is provided with 2 oblique rollering steel silk ropes, and wherein one as primary structure member, and another root is as the safeguard protection rope.Girder 1 is provided with along the external corner bisector, and left auxiliary girder 2 and right auxiliary girder 3 are separately positioned on the both sides of girder, and the angle with girder is 45 degree respectively, and three's intersection is welded into an integral body.The scaffold design parameters is as follows: the scaffold scaffolding height of at every turn encorbelmenting is a H=21 rice, and single vertical rod is adopted in vertical rod; The advance of vertical rod is 1.4 meters of La=, and the transfer of vertical rod is L
b=0.9 meter, the step pitch of cross bar is a h=1.8 rice; Interior row vertical rod is a b=0.40 rice apart from wall length; Little cross bar is last, and the little cross bar radical that is overlapped on the leger is 2; All steel pipes all adopt steel pipe Φ 48 * 3.0.Carrier bar all adopts the 16# i iron, and main girder steel 1 stretches out 1.95 meters of the outer length of building, and auxiliary girder stretches out the outer length 1.4m of building, and girder 1 anchoring section length in building is no less than 2.5 meters, and auxiliary girder 2 is no less than 0.20 meter.Oblique rollering steel silk rope adopts 6*19+1 type wire rope, diameter 14 ㎜, and the distance of girder 1 oblique rollering steel silk rope lower end and wall fulcrum is 1.84m; the auxiliary girder wire rope is 1.3m; every girder steel all is provided with two wire rope, and wherein one as bearer cable, and another root is as the safeguard protection rope.Wire rope upper end draw ring adopts Φ 16 plain bars, and the distance of draw ring and girder steel wall fulcrum is 2.6m.Design consider to construct simultaneously 2 layers of the numbers of plies, construction live load 3KN/mm
2It is 4 layers that scaffold floor is laid the number of plies.
As Fig. 4, shown in Figure 5, the inner of girder 1 and place, nearly external corner sideline are anchored on the cast-in-place member flooring with pre-buried anchor ring 5, and left auxiliary girder 2 and right auxiliary girder 3 are anchored on the cast-in-place member flooring with pre-buried anchor ring 5 at place, nearly external corner sideline.Major and minor beam is at place, nearly external corner sideline, and its bottom is provided with non-slipping block 6, takes pre-buried mode to be fixed on the cast-in-place member flooring.Bottom full weld one diameter of major and minor beam is not less than 25 ㎜, length is not less than the anti-skidding peg 41 of the HRB400 bar dowel of 100 ㎜ as wire rope 4, upper end portion welds a diameter and is not less than 25 ㎜ length and is not less than 150 ㎜ HRB400 bar dowels, is used for the location of scaffold upright rod.One end of oblique rollering steel silk rope 4 toggles in the anti-skidding peg of section steel beam 41 places, wire line thimble geometric pattern girder steel rearward end, burst is with being no less than 4 U type clip chucking card jails, the other end toggles in the pre-buried Φ 16 round steel rings 42 of the cast-in-place member in upper strata, and wire rope 4 tail ends are folding partly with being no less than 4 U type clip chuckings.
As shown in Figure 6, anchor ring 5 is made up of L type Φ 20 round steel members 51, pressing plate 52, each is to being one group, use in pairs, L type round steel member 51 is vertically installed in the both sides of section steel beam respectively, its traversing section is embedded in the bottom of cast-in-situ beam slab member lower floor reinforcing bar in advance, and vertically section band silk presses pressing plate 52 also by double nut compact type girder steel.When the no-reinforcing-bar of pre-buried position, then take to increase the way of reinforcing rib.The quantity that is provided with of anchor ring 5 is end at least two groups, and place, nearly external corner sideline uses one group.
The concrete checking computations process of present embodiment is as follows:
One, parameter
1.1. live load parameter
Construction evenly distributed load (kN/m
2): q=3.000; Scaffold purposes: structure scaffold;
The number of plies of constructing simultaneously: n=2 layer;
1.2. wind load parameter
Engineering is located in the Changsha, Hunan, looks into load standard wind reference pressure W
0Be 0.350, wind load height change coefficient μ
zBe 0.740, shapefactorofwindload μ
sBe 0.645;
1.3. dead load parameter
Every meter dead load characteristic value of load (kN/m that vertical rod is born
2): 0.1219;
Scaffold floor deadweight standard value (kN/m
2): 0.300;
Railing foot guard plate deadweight standard value (kN/m): 0.140;
Safety device and safety net deadweight standard value (kN/m
2): 0.005;
Scaffold floor is laid the number of plies: n
b=11 layers;
Scaffold floor classification: bamboo basketry sheet scaffold floor; Railing baffle plate classification: railing, wooden scaffold floor baffle plate;
The brace summer 1.4. level is encorbelmented
Antidetonation is adjusted coefficient:
g RE=0.75
The common i iron of hot rolling: I16
Type of steels: Q235
Web thickness: tw=6.00 mm
Gross cross-sectional area: A=26.11cm
2
Net cross-sectional area:
A n=23.50cm
2
Second moment of area: Ix=1127.00cm
4
Half section area moment: S=80.80cm
3
The radius of gyration: ix=6.57cm
Section modulus: Wx=140.90cm
3
Section modulus reduction coefficient: 0.95
Net section modulus: Wnx=133.85cm
3
Cross section plasticity development coefficient:
g x=1.05
Tensile strength standard value: f=215.00N/mm
2
Shear strength standard value fv=125.00N/mm
2
Two, the calculating of scaffold upright rod load:
The load that acts on scaffold comprises dead load, live load and wind load.The dead load standard value comprises following content:
(1) every meter dead load standard value (kN) that vertical rod is born is 0.1219
N
G1?=?[0.1219+(0.90×2/2)×0.033/1.80]×21.00?=?2.910；
(2) the deadweight standard value (kN/m of scaffold floor
2); Adopt bamboo basketry sheet scaffold floor, standard value is 0.3
N
G2=?0.3×4×1.4×(0.9+0.3)/2?=?1.008?kN；
(3) railing and retaining scaffold floor deadweight standard value (kN/m); Adopt railing, wooden scaffold floor baffle plate, standard value is 0.14
N
G3?=?0.14×4×1.4/2?=?0.392?kN；
(4) the safety device load of hanging comprises safety net (kN/m
2); 0.005
N
G4?=?0.005×1.4×21?=?0.147?kN；
Calculate the dead load standard value
N
G?=N
G1+N
G2+N
G3+N
G4?=?4.457?kN；
The axial force summation that live load produces for the working load standard value, inside and outside vertical rod is by 1/2 value of working load summation in the advance.
Calculate the live load standard value
N
Q=?3×0.9×1.4×2/2?=?3.78?kN；
Characteristi cvalue o fwindload calculates according to following formula
Calculate characteristi cvalue o fwindload
W
k?=?0.7?×0.35×0.74×0.645?=?0.117?kN/m
2；
When not considering wind load, the axial compression design load design formulas of vertical rod
N?=?1.2N
G+1.4N
Q=?1.2×4.457+?1.4×3.78=?10.64?kN；
When considering wind load, the axial compression design load of vertical rod is
N?=?1.2?N
G+0.85×1.4N
Q?=?1.2×4.457+?0.85×1.4×3.78=?9.847?kN；
Three, the Force Calculation of section steel beam:
During calculating, calculate principle according to least favorable, calculating object is selected girder, and computation model is pressed the stress model of auxiliary girder.
3.1. the stress model of major and minor beam is seen Fig. 7
3.2. the moment of flexure of girder, shearing envelope diagram
3.2.1. the moment of flexure envelope diagram of girder is seen Fig. 8
3.2.1. the shearing envelope diagram of girder is seen Fig. 9
3.3. girder steel axle power is calculated
Pull of steel wire:
F
g=[0.5q（L
b+b）+（2Nb+NL
b)/(L
b+b)]/sin{arctg[h
0/(L
b+b)]}
F
g=17.269KN
The axle power of girder steel:
N=F
gCOS{arctg[h
0/(L
b+b)]}=9.971KN
3.4. strength checking
3.4.1. stretch bending strength
M
x/?
g xW
nx+N/A
n?=（0.5qL
bb+NL
bb/(L
b+b)）/
g xW
nx+N/A
n=34.41N/mm
2
The stretch bending strength of girder steel meets the demands.
3.4.2. shear strength
According to formula 4.1.2,
t max 
=（0.5q（L
b+b）+NL
b/(L
b+b)S）/?
I x? t w?=9.03N/mm
2
The shear strength of girder steel meets the demands.
3.5. monolithic stability
Grade of steel Q235, the compression flange drift is 1.4, and span centre does not have lateral-supporting, and point load acts on the top flange
Table look-up B.2, and interpolation calculation, the jb that gets rolling common i iron simply supported beam is 0.929, j=0.518
M
x/?
j bW
nx+N/
jA
n?=（0.5qL
bb+NL
bb/(L
b+b)）/
j b W x+N/
jA
n=42.29N/mm
2
The resistance to overturning of girder steel meets the demands.
Four, the checking computations of wire rope
4.1. Force Calculation
The end reaction of wire rope drawknot section girder steel:
R1=V1+N=14.096KN
Pull of steel wire:
F
g=R1/sin{arctg[h
0/(L
b+b)]}=17.269KN
4.2. wire Rope Selection
F
g≤K'd
2R
0/K
In the formula:
F
g--pull of steel wire summation (N);
R
0--the tensile strength standard value (N) of wire rope, R
0=1670N/mm
2
The rupture pull force coefficient of K'--wire rope is for the wire rope of 6 * 19+1, K'=0.33;
D--wirerope diameter (mm);
K--wire rope coefficient safe in utilization is got K=5.
As calculated: d 〉=12.5mm
Adopt the wire rope of diameter 14mm to meet the demands.
Five, the draw ring intensity of steel wire tow line is calculated
The axle power F of steel wire tow line
gMaximum value calculate pulling force N as draw ring, be N=F
g
The strength calculation formula of the draw ring of steel wire tow line is:
Wherein [f] is the stressed single limb shear strength of draw ring, gets [f]=125N/mm for round steel
2
So D 〉=(4F
g/ π [f])
1/2=13.3mm, (A=π D
2/ 4)
So adopt the plain bar of draw ring diameter D=16 to meet the demands.
Can reach a conclusion by aforementioned calculation, checking computations: freely supported structure of the present invention is reasonably, and is feasible.
Claims (8)
1. formula scaffold external corner position support body bearing structure is set up in a segmentation, it is characterized in that: this structure is a freely supported structure, comprise 3 section steel beams and 6 oblique rollering steel silk ropes, 3 section steel beams comprise: girder (1), left auxiliary girder (2), right auxiliary girder (3), girder (1) is provided with along the external corner bisector, described left auxiliary girder (2) and right auxiliary girder (3) are separately positioned on the both sides of girder (1), and three's intersection is welded into an integral body; 6 oblique rollering steel silk ropes (4) are separately positioned on 3 section steel beam outer ends, and every section steel beam is provided with 2 oblique rollering steel silk ropes, and wherein one as bearer cable, and another root is as the safeguard protection rope.
2. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 1, it is characterized in that: described left auxiliary girder (2) and right auxiliary girder (3) are 45 degree with the angle of girder (1) respectively.
3. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 1, it is characterized in that: the inner of described girder (1) and place, nearly external corner sideline are anchored on the cast-in-place member flooring with pre-buried anchor ring (5), and described left auxiliary girder (2) and right auxiliary girder (3) are anchored on the cast-in-place member flooring with pre-buried anchor ring (5) at place, nearly external corner sideline.
4. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 3, it is characterized in that: described anchor ring (5) is made up of L type round steel member (51), pressing plate (52), each is to being one group, use in pairs, L type round steel member (51) is vertically installed in the both sides of described section steel beam respectively, its traversing section is embedded in the bottom of cast-in-situ beam slab member lower floor reinforcing bar in advance, vertically section is with silk, press pressing plate (52) and pass through double nut compact type girder steel, when the no-reinforcing-bar of pre-buried position, then take to increase the way of reinforcing rib.
5. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 3, it is characterized in that: the quantity that is provided with of described anchor ring (5) is end at least two groups, and place, nearly external corner sideline uses one group.
6. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 1, it is characterized in that: described major and minor beam is at place, nearly external corner sideline, its bottom is provided with non-slipping block (6), and described non-slipping block (6) takes pre-buried mode to be fixed on the cast-in-place member flooring.
7. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 1, it is characterized in that: the bottom of described major and minor beam is not less than 25 ㎜ and length is not less than anti-skidding the fasten nail (41) of the HRB400 bar dowel of 100 ㎜ as wire rope (4) in the stress point place of wire rope (4) full weld one diameter, the upper end welds respectively in place, the inside and outside vertical rod set-point of scaffold that a diameter is not less than 25 ㎜ and length is not less than 150 ㎜ HRB400 bar dowels, is used for the location of scaffold upright rod.
8. formula scaffold external corner position support body bearing structure is set up in segmentation as claimed in claim 1, it is characterized in that: an end of described oblique rollering steel silk rope (4) toggles in the anti-skidding nail (41) of fastening of section steel beam and locates, wire line thimble geometric pattern girder steel rearward end, burst is with being no less than 4 U type clip chucking card jails, the other end toggles in the pre-buried round steel ring of the cast-in-place member in upper strata (52), and described wire rope (4) tail end is folding partly with being no less than 4 U type clip chuckings.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110158450XA CN102296798A (en) | 2011-06-14 | 2011-06-14 | Bracket bearing structure at external corner part of segmented erection type scaffold |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110158450XA CN102296798A (en) | 2011-06-14 | 2011-06-14 | Bracket bearing structure at external corner part of segmented erection type scaffold |
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| CN103321410A (en) * | 2013-06-26 | 2013-09-25 | 青岛建安建设集团有限公司 | Overhang diagonal form at exposed corner and method for erecting form |
| CN103669817A (en) * | 2013-12-20 | 2014-03-26 | 浙江城建建设集团有限公司 | Building structure overhanging type scaffold external corner assembling type frame device and construction method |
| CN110792250A (en) * | 2019-11-01 | 2020-02-14 | 深圳市建安(集团)股份有限公司 | External embedded part assembly type overhanging type steel beam bearing frame and construction method thereof |
| CN113569344A (en) * | 2021-05-27 | 2021-10-29 | 广州建筑股份有限公司 | Mechanical model based on pulling and hanging unloading method scaffold and solving method thereof |
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| CN103321410A (en) * | 2013-06-26 | 2013-09-25 | 青岛建安建设集团有限公司 | Overhang diagonal form at exposed corner and method for erecting form |
| CN103321410B (en) * | 2013-06-26 | 2015-08-05 | 青岛建安建设集团有限公司 | Encorbelment oblique pull mould and mold method in a kind of external corner place |
| CN103669817A (en) * | 2013-12-20 | 2014-03-26 | 浙江城建建设集团有限公司 | Building structure overhanging type scaffold external corner assembling type frame device and construction method |
| CN110792250A (en) * | 2019-11-01 | 2020-02-14 | 深圳市建安(集团)股份有限公司 | External embedded part assembly type overhanging type steel beam bearing frame and construction method thereof |
| CN113569344A (en) * | 2021-05-27 | 2021-10-29 | 广州建筑股份有限公司 | Mechanical model based on pulling and hanging unloading method scaffold and solving method thereof |
| CN113569344B (en) * | 2021-05-27 | 2022-06-03 | 广州建筑股份有限公司 | Mechanical model based on pulling and hanging unloading method scaffold and solving method thereof |
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Application publication date: 20111228 |