CN110984602A - Design and construction method of assembly type interlayer protection device of construction elevator - Google Patents
Design and construction method of assembly type interlayer protection device of construction elevator Download PDFInfo
- Publication number
- CN110984602A CN110984602A CN201911337250.3A CN201911337250A CN110984602A CN 110984602 A CN110984602 A CN 110984602A CN 201911337250 A CN201911337250 A CN 201911337250A CN 110984602 A CN110984602 A CN 110984602A
- Authority
- CN
- China
- Prior art keywords
- steel
- channel
- cantilever
- platform
- steel plate
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/32—Safety or protective measures for persons during the construction of buildings
- E04G21/3204—Safety or protective measures for persons during the construction of buildings against falling down
- E04G21/3223—Means supported by building floors or flat roofs, e.g. safety railings
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Joining Of Building Structures In Genera (AREA)
Abstract
The invention belongs to the technical field of buildings, and particularly relates to a design and construction method of an assembly type interlayer protection device of a construction elevator, which comprises the following steps: firstly, determining positions and widths of a material outlet and a lifting frame of a construction lifter; secondly, positioning a construction elevator; thirdly, calculating the design of the assembled interlayer protection device of the construction elevator; fourthly, manufacturing an overhanging framework; fifthly, manufacturing and assembling the channel platform and the inclined platform; sixthly, manufacturing and installing an upper enclosing device; hoisting in place; eighthly, mounting a connecting unit; and ninthly, connecting the upper part enclosure device with the floor edge protection. According to the invention, the integral interlayer protection of the construction elevator is divided into a plurality of independent protection units, each independent protection unit can meet the safety protection effect through the safety design, the defect of poor integral stability of the original integral protection unit is solved, and the safety problem of integral collapse of the integral interlayer protection of the construction elevator is avoided.
Description
Technical Field
The invention relates to a design and a construction method of an assembly type interlayer protection device of a construction elevator, and belongs to the technical field of buildings.
Background
Along with the development of building technology, more and more high-rise buildings are provided, after the construction of a main structure is finished, construction materials such as floor building blocks and the like must be vertically transported through a construction elevator, the safety protection between the construction elevator and the floors of the buildings is a barrier for ensuring the operation safety of constructors, at the present stage, the floor protection of the construction elevator is uniformly erected from the bottom layer to the top layer by adopting a floor type scaffold, the method can be adopted for the floor protection of the buildings with lower floor number, when the height of the buildings is higher, because the width-height ratio of the floor type scaffold for the floor protection of the construction elevator is too large to meet the stability requirement, in order to ensure the protection safety, the assembly type floor protection device is designed by our unit, the protection device is arranged at each floor during the construction, the protection scaffold reaching the top is changed into a layer-by-layer independent protection unit, the, the device adopts the assembly of assemblization, then the installation of taking one's place of hoist and mount, reduces the construction cost of setting up the protection support body, can circulate again and have enough to meet the need of green construction that the country advocated.
Disclosure of Invention
According to the defects in the prior art, the technical problems to be solved by the invention are as follows: the defects of the prior art are overcome, and the design and the construction method of the assembling type interlayer protection device of the construction elevator, which can be disassembled for turnover use and ensures the protection safety, are provided to solve the problems.
The invention relates to a design and construction method of an assembly type interlayer protection device of a construction elevator, which comprises the following steps:
firstly, determining the position and the width of a material outlet and a lifting frame of a construction elevator
And determining the positions and the widths of the construction material outlet and the lifting frame according to the installation model of the construction hoist.
Second, positioning of construction elevator
When the construction elevator is positioned, the inner edge of the bottom cage of the construction elevator is ensured to be 0.7-1.0m away from the outer side line of the outer wall of the building, and the overhanging length of the overhanging framework is determined by positioning
Thirdly, design calculation of assembled type interlayer protection device of construction elevator
Checking calculation of steel plate bearing capacity of channel platform of fabricated interlayer protection device of construction elevator
Calculating a model under the combined action of uniformly distributed constant loads and mid-span concentrated live loads according to a three-equal-span continuous beam
1) The constant load design value born by the channel platform steel plate is q ═ gamma1ρhln
2) The design value of the live load borne by the channel platform steel plate is as follows: p ═ γ2Q
3) Maximum bending moment of the channel platform steel plate: mmax＝KMqqb2+KMPPb
4) Checking and calculating the bending strength of the channel platform steel plate: sigma ═ Mmax/W≤[σ]
5) Checking and calculating the deflection of the channel platform steel plate:
(II) checking calculation of bearing capacity of channel steel secondary keel of fabricated interlayer protection device channel platform of construction elevator
Calculating according to a calculation model of the simply supported beam under the combined action of uniformly distributed constant loads and midspan concentrated live loads
1) The maximum support counterforce transmitted to the channel steel secondary keel by the channel platform steel plate is F ═ KVqqln+KVPP
2) The design value of the dead weight load of the channel steel secondary keel is as follows: q. q.s0＝γ1ρA
3) Maximum bending moment of the channel steel secondary keel:
4) and (3) checking and calculating the bending strength of the channel steel secondary keel: sigma ═ Mmax/W≤[σ]
5) Maximum deflection of channel steel secondary joist:
6) of cantilevered beamsAnd (3) calculating the overall stability:
(III) checking calculation of bearing capacity of channel steel main keel of fabricated interlayer protection device channel platform of construction elevator
Because the channel platform channel steel main joist inserts in the recess that cantilever girder steel web and flange board are constituteed, can not carry out girder bearing capacity checking calculation.
(IV) checking calculation of bearing capacity of overhanging steel beam of assembled type interlayer protection device of construction elevator
The calculation of the cantilever steel beam is carried out according to a combined action model of concentrated load at the end part of the overhanging cantilever beam and uniformly distributed load across the beam
1) Design value of uniform load born by cantilever steel beam: q. q.s1＝γ1ρ(A+A1)+GH
1) The design value of the maximum concentrated load of the end part born by the cantilever steel beam is as follows:
3) maximum bending moment of cantilever steel beam:
4) and (3) checking the bending strength of the cantilever steel beam: sigma ═ Mmax/W≤[σ]
5) Maximum deflection of cantilever steel beam:
6) calculating the overall stability of the cantilever steel beam:
(V) calculation of anchoring design of cantilever steel beam
The cantilever steel beam and the floor slab are anchored by HPB235 level U-shaped round steel,
support reaction force at the support B:
anchoring steel bar diameter:
in the formula: gamma ray1-taking the permanent load polynomial coefficient to 1.3;
γ2the live load partition coefficient is obtained by taking construction pedestrians and trolleys into consideration and taking 1.6;
φb-the overall stability factor of the steel beam,
wherein h is0、b0、t0Height, flange width and average thickness of the cross section of the channel steel and the I-steel respectively
At the time of the above-mentioned operation,
q is a constant load design value born by the channel platform steel plate, and the unit is N/m;
q0the design value of the self-weight load of the channel steel secondary keel is N/m;
q1the design value of the self-weight load of the cantilever steel beam is N/m;
q, concentrating live load when the channel platform steel plate is used for constructing pedestrians and trolleys and taking 10 KN;
p is the design value of the live load borne by the channel platform steel plate, and the unit is N;
f, designing the maximum support reaction force borne by the channel steel secondary keel in a unit of N;
F1the design value of the maximum concentrated load of the end part born by the cantilever steel beam is in a unit of N;
RA-abutment counterforce, in units N, at the anchoring abutment;
g-self weight of the enclosure device structure, taking 0.5KN/m2；
H, height of the enclosure device, unit m;
rho-channel platform steel plate and cantilever steel beam unit weight, and taking 78.5KN/m3；
b, calculating the width of the channel platform steel plate, and taking the space between channel steel secondary keels in a unit of m;
h is the thickness of the channel platform steel plate in m;
lncalculating the span of a channel platform steel plate, and taking the space of main keels of channel steel in unit m;
l, overhanging length of the cantilever steel beam in unit m;
d, the distance from the end part of the cantilever beam to the anchoring support is m;
KMqthe bending moment coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.08;
KMpthe bending moment coefficient of the three-span continuous beam under the action of concentrated load is 0.213;
Kωqthe bending moment coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.677;
Kωqthe bending moment coefficient of the three-span continuous beam under the action of concentrated load is 1.615;
Kvqthe shear coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.6;
Kvpthe shear coefficient of the three-span continuous beam under the action of concentrated load is 0.675;
a-cross-sectional area of channel steel secondary joist, unit m2；
A1Cross-sectional area of overhanging steel beam, unit m2；
Mmax-maximum bending moment value in N · m;
calculated value of sigma-bending strength in N/mm2；
[σ]Design value of bending strength, 205N/mm2；
ωmax-calculating the maximum perturbation in mm;
[ω]allowable deflection value, taking out the main and secondary joist of channel platform steel plate and channel steeln/250, overhanging steelTaking 2l/250 of beam;
[f]taking the design value of tensile strength of the steel bar pull ring to be 50N/mm2
W-section moment of resistance, unit mm3；
E-modulus of elasticity in N/mm of the steel material2；
I-moment of inertia in section, in mm4；
Manufacturing of cantilever frame
1) Selecting a cantilever steel beam: the installation model of the cantilever steel beam is selected according to the design calculation result, and the length of the cantilever steel beam is preferably 3.5-4 m.
2) Determining the width of the cantilever frame: the width of the cantilever frame is preferably 2.0-2.5 m.
3) Welding a sliding rail lining plate: the width of the slide rail lining plate is slightly larger than the width of the channel steel leg, the slide rail lining plate is welded at the inner side leg of the cantilever steel beam, and the height of the lining plate is equal to the net distance between the cantilever steel beam and the channel steel height and is equal to-2 mm.
4) Bolt holes with the aperture of 20mm are formed in the two sides and the middle of the end cross arm and the cantilever steel beam web plate.
5) Assembling: and welding the cantilever steel beam and the outer end cross arm with the same type as the cantilever steel beam together.
6) Welding a lifting ring: 10mm square steel plates are welded at the front end part and the rear end part of the outer side of the cantilever steel beam, and round steel hoisting rings with the diameter of 20 are welded on the square steel plates.
7) Welding a splicing square tube: on the center line of the cantilever steel beam and the end cross arm, a square tube with the height of 300mm and the height of 50 multiplied by 4mm is welded as an inserting tube of the upper enclosing device according to the position of a vertical keel of the upper enclosing device, and 8mm bolt holes are reserved at the upper end part and the lower end part of the inserting square tube.
8) The limiting columns used for fixing the platform connecting steel plates are welded, 20 round steel is adopted, the height is 15mm, and 3-4 steel beams are arranged on the overhanging steel beams from the inner edge of the upper enclosing device.
Fifthly, manufacturing and assembling of the channel platform and the inclined platform
1) Welding channel steel keels: the channel steel main keel and the channel steel secondary keel are welded together, the distance between the main keels is-10 mm of the net distance between the two cantilever steel beams, when the net distance between the cantilever steel beams is larger than 2m, the middle part of each channel steel main keel is additionally provided with one channel steel main keel, and the distance between the channel steel secondary keels is not larger than 800 mm. And 20mm bolt holes are formed in the corresponding positions of the channel steel main keels on the two sides, the channel steel secondary keels on the end part, the cantilever steel beams and the end part cross arm.
2) Welding a channel platform steel plate: the channel platform steel plate adopts the steel sheet that is not less than 10mm, and the channel platform steel sheet is in the same place with channel-section steel primary and secondary fossil fragments welding, and the steel sheet is leveled mutually with the framework of encorbelmenting after the welding is accomplished.
3) And inserting the channel platform steel plate into the cantilever framework along the slide rail lining plate on the cantilever framework, and fixing the channel platform steel plate together with the cantilever steel beam and the end cross arm through bolts.
4) The right-angle triangular support is manufactured by adopting L63 x 5mm angle steel, the bottom angle of the right-angle triangular support is controlled at 15-20 degrees, the height of the right-angle triangular support is-15 mm of the height of an overhanging framework, the right-angle triangular support is welded on an inclined steel plate, and the distance between the right-angle triangular supports is not more than 500 mm.
5) The inclined steel plate is connected with the channel platform steel plate through hinges, and the distance between the hinges is preferably 300 mm.
Sixth, manufacturing and installing upper part enclosure device
1) And (3) keel blanking and mounting: the horizontal and vertical keels of the upper enclosing device are square pipes of 40 multiplied by 5mm, the height of each vertical keel is preferably 2.2-2.4m, the vertical keels are respectively arranged on two sides of the feeding door and at four corners of the upper enclosing device, the horizontal keels are respectively arranged on the upper portion of the feeding door and at the top of each vertical keel, and the horizontal and vertical keels are connected through L-shaped angle iron and 8mm bolts.
2) Manufacturing and installing a steel plate net with a frame: the outer frame of the steel plate mesh adopts a square pipe with the size of 25 × 5mm, and the size of the steel plate mesh with the frame is manufactured according to the square area of the enclosure of the transverse and vertical keels.
3) Installing a feeding door: hinges are welded on the upper and lower parts of the feeding door frame and the vertical keels on the two sides, and the feeding door frame and the vertical keels on the two sides are connected through the hinges.
4) And the vertical keels of the whole upper enclosing device are respectively inserted into the corresponding inserting square tubes, and each vertical keel and each inserting square tube are firmly fixed by using 8mm bolts.
Seventhly, hoisting in place
And (3) transferring the two symmetrical left and right basic protection units to corresponding floors, aligning a feeding door of the upper enclosure device with a material outlet of the elevator, and fixing the tail ends of the two symmetrical left and right basic protection units on a pouring floor slab by adopting two U-shaped bolts with the interval of 1500 mm.
Eighth, connection unit mounting
Utilize about basic protection unit to encorbelment the spacing post fixed platform connecting plate of welding on the framework, vertical connecting plate net passes through L type angle bar and 8mm bolt and is connected with two basic protection units about with.
And ninthly, connecting the upper part enclosure device with the floor edge protection.
Preferably, the inserting square tube is a 50X 4mm square tube, and correspondingly, the transverse keel and the vertical keel of the upper enclosing device are 40X 5mm square tubes.
Preferably, the thickness of the channel platform steel plate is not less than 10 mm.
Preferably, the limiting columns are provided with 3-4 overhanging steel beams.
Compared with the prior art, the invention has the beneficial effects that:
1) the protection between the whole layer of the construction elevator is cut into a plurality of independent protection units, each independent protection unit can meet the safety protection effect through the safety design, the defect that the whole stability of the original integral protection unit is not good is solved, and the safety problem that the whole protection between the layers of the construction elevator collapses is avoided.
2) The interlayer protection of the construction elevator is converted into a standardized installation unit, and the safety civilized standardized construction of a boosting enterprise is facilitated.
3) Can adopt the prefabricated construction, the turnover use practices thrift cost of labor and material cost.
4) The standard protection unit is suitable for most construction elevators on the market, has high turnover rate, can be recycled at the later stage of one-time assembly, saves the manufacturing and installation cost, is once put into use, is beneficial for life, and has obvious economic benefit and social popularization value.
5) With the development of the existing building to the high-rise, the danger degree of the potential safety hazard of the interlayer protection of the original construction elevator is gradually increased, and the construction safety of the personnel on the construction site is seriously endangered.
Drawings
FIG. 1 is one of the overall structural schematic diagrams of the present invention;
FIG. 2 is a second schematic view of the overall structure of the present invention;
FIG. 3 is a schematic structural diagram of a left basic protection unit and a right basic protection unit and an intermediate connection unit;
FIG. 4 is a schematic structural view of a single basic shielding unit;
FIG. 5 is a schematic structural view of an overhanging frame;
FIG. 6 is a schematic structural view of a tunnel platform;
fig. 7 is a schematic view of a connection structure of the framed steel expanded metal and the square tube vertical keel.
In the figure: 1. a basic protection unit; 2. a connection unit; 3. edge protection; 4. pouring a floor slab; 5. a construction hoist; 6. an upper enclosure device; 7. a cantilever frame; 8. a channel platform; 9. an inclined platform; 10. a U-shaped bolt; 11. cantilever steel beam; 12. an end cross arm; 13. splicing a square tube; 14. a round steel hoisting ring; 15. a slide rail lining plate; 16. a limiting column; 17. a channel steel main keel; 18. channel steel secondary keels; 19. a channel platform steel plate; 20. vertically connecting a steel plate net; 21. the platform is connected with a steel plate.
Detailed Description
The invention is further described below with reference to examples:
as shown in fig. 1 to 7, the design and construction method of the fabricated interlayer protection device of the construction hoist of the invention adopts the following steps:
firstly, determining the position and the width of a material outlet and a lifting frame of a construction lifter 5
And determining the positions and the widths of the construction material outlet and the lifting frame according to the installation model of the construction hoist 5.
Secondly, positioning of the construction hoist 5
When the construction lifter 5 is positioned, the inner edge of the bottom cage of the construction lifter 5 is ensured to be 0.7-1.0m away from the outer side line of the outer wall of the building, and the overhanging length of the overhanging framework 7 is determined by positioning
Thirdly, design calculation of 5 assembled type interlayer protection device of construction elevator
Checking calculation of steel plate bearing capacity of channel platform of assembled interlayer protection device of construction elevator 5
Calculating a model under the combined action of uniformly distributed constant loads and mid-span concentrated live loads according to a three-equal-span continuous beam
1) The constant load design value born by the channel platform steel plate is q ═ gamma1ρhln
2) The design value of the live load borne by the channel platform steel plate is as follows: p ═ γ2Q
3) Maximum bending moment of the channel platform steel plate: mmax＝KMqqb2+KMPPb
4) Checking and calculating the bending strength of the channel platform steel plate: sigma ═ Mmax/W≤[σ]
5) Checking and calculating the deflection of the channel platform steel plate:
checking calculation of bearing capacity of channel steel secondary keel of channel platform of assembled interlayer protection device of construction elevator 5
Calculating according to a calculation model of the simply supported beam under the combined action of uniformly distributed constant loads and midspan concentrated live loads
1) The maximum support counterforce transmitted to the channel steel secondary keel by the channel platform steel plate is F ═ KVqqln+KVPP
2) The design value of the dead weight load of the channel steel secondary keel is as follows: q. q.s0＝γ1ρA
3) Maximum bending moment of the channel steel secondary keel:
4) and (3) checking and calculating the bending strength of the channel steel secondary keel:
5) maximum deflection of channel steel secondary joist:
6) calculating the overall stability of the cantilever steel beam:
(III) checking calculation of bearing capacity of channel steel main keel of channel platform of assembled type interlayer protection device of construction elevator 5
Because the channel platform channel steel main joist inserts in the recess that cantilever girder steel web and flange board are constituteed, can not carry out girder bearing capacity checking calculation.
(IV) checking calculation of bearing capacity of overhanging steel beam of 5-assembly type interlayer protection device of construction hoist
The calculation of the cantilever steel beam is carried out according to a combined action model of concentrated load at the end part of the overhanging cantilever beam and uniformly distributed load across the beam
1) Design value of uniform load born by cantilever steel beam: q. q.s1＝γ1ρ(A+A1)+GH
1) The design value of the maximum concentrated load of the end part born by the cantilever steel beam is as follows:
3) maximum bending moment of cantilever steel beam:
4) and (3) checking the bending strength of the cantilever steel beam: sigma ═ Mmax/W≤[σ]
5) Maximum deflection of cantilever steel beam:
6) calculating the overall stability of the cantilever steel beam:
(V) calculation of anchoring design of cantilever steel beam
The cantilever steel beam and the floor slab are anchored by HPB235 level U-shaped round steel,
support reaction force at the support B:
anchoring steel bar diameter:
in the formula: gamma ray1-taking the permanent load polynomial coefficient to 1.3;
γ2the live load partition coefficient is obtained by taking construction pedestrians and trolleys into consideration and taking 1.6;
φb-the overall stability factor of the steel beam,
wherein h is0、b0、t0Height, flange width and average thickness of the cross section of the channel steel and the I-steel respectively
At the time of the above-mentioned operation,
q is a constant load design value born by the channel platform steel plate, and the unit is N/m;
q0the design value of the self-weight load of the channel steel secondary keel is N/m;
q1the design value of the self-weight load of the cantilever steel beam is N/m;
q, concentrating live load when the channel platform steel plate is used for constructing pedestrians and trolleys and taking 10 KN;
p is the design value of the live load borne by the channel platform steel plate, and the unit is N;
f, designing the maximum support reaction force borne by the channel steel secondary keel in a unit of N;
F1the design value of the maximum concentrated load of the end part born by the cantilever steel beam is in a unit of N;
RA-abutment counterforce, in units N, at the anchoring abutment;
g-self weight of the enclosure device structure, taking 0.5KN/m2；
H, height of the enclosure device, unit m;
rho-channel platform steel plate and cantilever steel beam unit weight, and taking 78.5KN/m3；
b, calculating the width of the channel platform steel plate, and taking the space between channel steel secondary keels in a unit of m;
h is the thickness of the channel platform steel plate in m;
lncalculating the span of a channel platform steel plate, and taking the space of main keels of channel steel in unit m;
l, overhanging length of the cantilever steel beam in unit m;
d, the distance from the end part of the cantilever beam to the anchoring support is m;
KMqthe bending moment coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.08;
KMpthe bending moment coefficient of the three-span continuous beam under the action of concentrated load is 0.213;
Kωqthe bending moment coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.677;
Kωqthe bending moment coefficient of the three-span continuous beam under the action of concentrated load is 1.615;
Kvqthe shear coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.6;
Kvpthe shear coefficient of the three-span continuous beam under the action of concentrated load is 0.675;
a-cross-sectional area of channel steel secondary joist, unit m2；
A1Cross-sectional area of overhanging steel beam, unit m2；
Mmax-maximum bending moment value in N · m;
calculated value of sigma-bending strength in N/mm2；
[σ]Design value of bending strength, 205N/mm2；
ωmax-calculating the maximum perturbation in mm;
[ω]-allowanceDeflection value, taking steel plate of channel platformn250, taking 2l/250 of cantilever steel beam;
[f]taking the design value of tensile strength of the steel bar pull ring to be 50N/mm2
W-section moment of resistance, unit mm3；
E-modulus of elasticity in N/mm of the steel material2；
I-moment of inertia in section, in mm4；
Fourth, manufacture of cantilever frame 7
1) Selecting an overhanging steel beam 11: the installation model of the cantilever steel beam 11 is selected according to the design calculation result, and the length of the cantilever steel beam 11 is 3.5-4 m.
2) Determining the width of the cantilever frame 7: the cantilever frame 7 has a width of 2.2 m.
3) Welding a sliding rail lining plate 15: the width of the slide rail lining plate 15 is slightly larger than the width of the channel steel leg, the slide rail lining plate is welded at the inner side leg of the cantilever steel beam 11, and the height of the lining plate is equal to the net distance between the cantilever steel beam grooves and the channel steel height, namely minus 2 mm.
4) Bolt holes with the aperture of 20mm are formed in the two sides and the middle of the end cross arm 12 and the cantilever steel beam 11 web plate.
5) Assembling: and welding the cantilever steel beam 11 and an outer end cross arm 12 with the same type as the cantilever steel beam 11 together.
6) Welding a lifting ring: 10mm square steel plates are welded at the front end and the rear end of the outer side of the cantilever steel beam 11, and round steel hoisting rings 14 with the diameter of 20 are welded on the square steel plates.
7) Welding the splicing square pipe 13: on the central line of the cantilever steel beam 11 and the end cross arm 12, according to the position of the vertical keel of the upper enclosure device 8, a square tube with the height of 300mm and the height of 50 multiplied by 4mm is welded to be used as an inserting tube of the upper enclosure device 8, and 8mm bolt holes are reserved at the upper end part and the lower end part of an inserting square tube 13.
8) The spacing post 16 that the welding is used for fixed platform connecting plate 21 adopts 20 round steel, and high 15mm sets up 3.
Fifthly, manufacturing and assembling the channel platform 8 and the inclined platform 9
1) Welding channel steel keels: the channel steel main keel 17 and the channel steel secondary keel 18 are welded together, the distance between the main keels is 11 net distances of two cantilever steel beams, the distance is-10 mm, when the 11 net distances of the cantilever steel beams are larger than 2m, the channel steel main keel 17 is additionally arranged in the middle of the cantilever steel beams, and the distance between the channel steel secondary keels 18 is not larger than 800 mm. And 20mm bolt holes are formed in the corresponding positions of the two side channel steel main keels 17 and the end channel steel secondary keels 18, the cantilever steel beam 11 and the end cross arm 12.
2) Welding the channel platform steel plate 19: the channel platform steel plate 19 is formed by welding a 10mm steel plate and channel steel primary and secondary keels together, and the steel plate is level with the cantilever framework 7 after welding.
3) Channel platform steel plates 19 are inserted into the cantilever frame 7 along the rail liner plates 15 on the cantilever frame 7 and are bolted together with the cantilever steel beams 11 and the end cross arms 12.
4) Adopt L63 5mm angle steel preparation right angle triangular support, right angle triangular support bottom angle control is at 15-20 degrees, highly for 7 high-15 mm of framework of encorbelmenting, with right angle triangular support welding to oblique steel sheet on, the right angle triangular support interval is not more than 500 mm.
5) The oblique steel plate is connected with the channel platform steel plate 19 through hinges at the distance of 300 mm.
Sixthly, manufacturing and installing the upper part enclosure device 8
1) And (3) keel blanking and mounting: the transverse and vertical keels of the upper enclosing device 8 are square pipes of 40 multiplied by 5mm, the height of each vertical keel is 2.2-2.4m, the transverse keels are arranged on the two sides of the feeding door and at the four corners of the upper enclosing device 8 respectively, the transverse keels are arranged on the upper portion of the feeding door and at the top of each vertical keel respectively, and the transverse and vertical keels are connected through L-shaped angle iron and 8mm bolts.
2) Manufacturing and installing a steel plate net with a frame: the outer frame of the steel plate mesh adopts a square pipe with the size of 25 × 5mm, and the size of the steel plate mesh with the frame is manufactured according to the square area of the enclosure of the transverse and vertical keels.
3) Installing a feeding door: hinges are welded on the upper and lower parts of the feeding door frame and the vertical keels on the two sides, and the feeding door frame and the vertical keels on the two sides are connected through the hinges.
4) The vertical keels of the whole upper enclosing device 8 are respectively inserted into the corresponding inserting square tubes 13, and each vertical keel and each inserting square tube 13 are firmly fixed through 8mm bolts.
Seventhly, hoisting in place: and (3) transferring the two symmetrical left and right basic protection units 1 to corresponding floors, aligning a feeding door of the upper enclosure device 8 with a material outlet of the construction elevator 5, and fixing the tail ends of the two symmetrical left and right basic protection units on the casting floor 4 by adopting two U-shaped bolts 10 with the interval of 1500 mm.
Eight, attachment unit 2 mounting
Utilize left and right sides basic protection unit 1 to encorbelment spacing post 16 fixed platform connecting steel plate 21 that welds on the framework 7, vertical connecting steel plate net 20 is connected with two left and right sides basic protection unit 1 through L type angle bar and 8mm bolt.
And ninthly, connecting the upper enclosing device 8 with the floor edge protection 3.
Claims (1)
1. A design and construction method of an assembled interlayer protection device of a construction elevator is characterized by comprising the following steps:
firstly, determining the position and the width of a material outlet and a lifting frame of a construction elevator
And determining the positions and the widths of the construction material outlet and the lifting frame according to the installation model of the construction hoist.
Second, positioning of construction elevator
When the construction elevator is positioned, the inner edge of the bottom cage of the construction elevator is ensured to be 0.7-1.0m away from the outer side line of the outer wall of the building, and the overhanging length of the overhanging framework is determined by positioning
Thirdly, design calculation of assembled type interlayer protection device of construction elevator
Checking calculation of steel plate bearing capacity of channel platform of fabricated interlayer protection device of construction elevator
Calculating a model under the combined action of uniformly distributed constant loads and mid-span concentrated live loads according to a three-equal-span continuous beam
1) The constant load design value born by the channel platform steel plate is q ═ gamma1ρhln
2) The design value of the live load borne by the channel platform steel plate is as follows: p ═ γ2Q
3) Maximum bending moment of the channel platform steel plate: mmax＝KMqqb2+KMPPb
4) Checking and calculating the bending strength of the channel platform steel plate: sigma ═ Mmax/W≤[σ]
5) Checking and calculating the deflection of the channel platform steel plate:
(II) checking calculation of bearing capacity of channel steel secondary keel of fabricated interlayer protection device channel platform of construction elevator
Calculating according to a calculation model of the simply supported beam under the combined action of uniformly distributed constant loads and midspan concentrated live loads
1) The maximum support counterforce transmitted to the channel steel secondary keel by the channel platform steel plate is F ═ KVqqln+KVPP
2) The design value of the dead weight load of the channel steel secondary keel is as follows: q. q.s0＝γ1ρA
3) Maximum bending moment of the channel steel secondary keel:
4) and (3) checking and calculating the bending strength of the channel steel secondary keel: sigma ═ Mmax/W≤[σ]
5) Maximum deflection of channel steel secondary joist:
6) calculating the overall stability of the cantilever steel beam:
(III) checking calculation of bearing capacity of channel steel main keel of fabricated interlayer protection device channel platform of construction elevator
Because the channel platform channel steel main joist inserts in the recess that cantilever girder steel web and flange board are constituteed, can not carry out girder bearing capacity checking calculation.
(IV) checking calculation of bearing capacity of overhanging steel beam of assembled type interlayer protection device of construction elevator
The calculation of the cantilever steel beam is carried out according to a combined action model of concentrated load at the end part of the overhanging cantilever beam and uniformly distributed load across the beam
1) Design value of uniform load born by cantilever steel beam: q. q.s1＝γ1ρ(A+A1)+GH
1) The design value of the maximum concentrated load of the end part born by the cantilever steel beam is as follows:
3) maximum bending moment of cantilever steel beam:
4) and (3) checking the bending strength of the cantilever steel beam: sigma ═ Mmax/W≤[σ]
5) Maximum deflection of cantilever steel beam:
6) calculating the overall stability of the cantilever steel beam:
(V) calculation of anchoring design of cantilever steel beam
The cantilever steel beam and the floor slab are anchored by HPB235 level U-shaped round steel,
support reaction force at the support B:
anchoring steel bar diameter:
in the formula: gamma ray1-taking the permanent load polynomial coefficient to 1.3;
γ2the live load partition coefficient is obtained by taking construction pedestrians and trolleys into consideration and taking 1.6;
φb-the overall stability factor of the steel beam,
wherein h is0、b0、t0Height, flange width and average thickness of the cross section of the channel steel and the I-steel respectively
At the time of the above-mentioned operation,
q is a constant load design value born by the channel platform steel plate, and the unit is N/m;
q0the design value of the self-weight load of the channel steel secondary keel is N/m;
q1the design value of the self-weight load of the cantilever steel beam is N/m;
q, concentrating live load when the channel platform steel plate is used for constructing pedestrians and trolleys and taking 10 KN;
p is the design value of the live load borne by the channel platform steel plate, and the unit is N;
f, designing the maximum support reaction force borne by the channel steel secondary keel in a unit of N;
F1the design value of the maximum concentrated load of the end part born by the cantilever steel beam is in a unit of N;
RA-abutment counterforce, in units N, at the anchoring abutment;
g-self weight of the enclosure device structure, taking 0.5KN/m2；
H, height of the enclosure device, unit m;
rho-channel platform steel plate and cantilever steel beam unit weight, and taking 78.5KN/m3；
b, calculating the width of the channel platform steel plate, and taking the space between channel steel secondary keels in a unit of m;
h is the thickness of the channel platform steel plate in m;
lncalculating the span of a channel platform steel plate, and taking the space of main keels of channel steel in unit m;
l, overhanging length of the cantilever steel beam in unit m;
d, the distance from the end part of the cantilever beam to the anchoring support is m;
KMqbending moment coefficient of three-span continuous beam under action of uniformly distributed loadTaking 0.08;
KMpthe bending moment coefficient of the three-span continuous beam under the action of concentrated load is 0.213;
Kωqthe bending moment coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.677;
Kωqthe bending moment coefficient of the three-span continuous beam under the action of concentrated load is 1.615;
Kvqthe shear coefficient of the three-span continuous beam under the action of uniformly distributed load is 0.6;
Kvpthe shear coefficient of the three-span continuous beam under the action of concentrated load is 0.675;
a-cross-sectional area of channel steel secondary joist, unit m2；
A1Cross-sectional area of overhanging steel beam, unit m2；
Mmax-maximum bending moment value in N · m;
calculated value of sigma-bending strength in N/mm2；
[σ]Design value of bending strength, 205N/mm2；
ωmax-calculating the maximum perturbation in mm;
[ω]allowable deflection value, taking out the main and secondary joist of channel platform steel plate and channel steeln250, taking 2l/250 of cantilever steel beam;
[f]taking the design value of tensile strength of the steel bar pull ring to be 50N/mm2
W-section moment of resistance, unit mm3；
E-modulus of elasticity in N/mm of the steel material2；
I-moment of inertia in section, in mm4；
Manufacturing of cantilever frame
1) Selecting a cantilever steel beam: the installation model of the cantilever steel beam is selected according to the design calculation result, and the length of the cantilever steel beam is 3.5-4 m.
2) Determining the width of the cantilever frame: the width of the cantilever frame is 2.0-2.5 m.
3) Welding a sliding rail lining plate: the width of the slide rail lining plate is slightly larger than the width of the channel steel leg, the slide rail lining plate is welded at the inner side leg of the cantilever steel beam, and the height of the lining plate is equal to the net distance between the cantilever steel beam and the channel steel height and is equal to-2 mm.
4) Bolt holes with the aperture of 20mm are formed in the two sides and the middle of the end cross arm and the cantilever steel beam web plate.
5) Assembling: and welding the cantilever steel beam and the outer end cross arm with the same type as the cantilever steel beam together.
6) Welding a lifting ring: 10mm square steel plates are welded at the front end part and the rear end part of the outer side of the cantilever steel beam, and round steel hoisting rings with the diameter of 20 are welded on the square steel plates.
7) Welding a splicing square tube: on the center line of the cantilever steel beam and the end cross arm, a square tube with the height of 300mm and the height of 50 multiplied by 4mm is welded as an inserting tube of the upper enclosing device according to the position of a vertical keel of the upper enclosing device, and 8mm bolt holes are reserved at the upper end part and the lower end part of the inserting square tube.
8) The limiting columns used for fixing the platform connecting steel plates are welded, 20 round steel is adopted, the height is 15mm, and 3-4 steel beams are arranged on the overhanging steel beams from the inner edge of the upper enclosing device.
Fifthly, manufacturing and assembling of the channel platform and the inclined platform
1) Welding channel steel keels: the channel steel main keel and the channel steel secondary keel are welded together, the distance between the main keels is-10 mm of the net distance between the two cantilever steel beams, when the net distance between the cantilever steel beams is larger than 2m, the middle part of each channel steel main keel is additionally provided with one channel steel main keel, and the distance between the channel steel secondary keels is not larger than 800 mm. And 20mm bolt holes are formed in the corresponding positions of the channel steel main keels on the two sides, the channel steel secondary keels on the end part, the cantilever steel beams and the end part cross arm.
2) Welding a channel platform steel plate: the channel platform steel plate adopts the steel sheet that is not less than 10mm, and the channel platform steel sheet is in the same place with channel-section steel primary and secondary fossil fragments welding, and the steel sheet is leveled mutually with the framework of encorbelmenting after the welding is accomplished.
3) And inserting the channel platform steel plate into the cantilever framework along the slide rail lining plate on the cantilever framework, and fixing the channel platform steel plate together with the cantilever steel beam and the end cross arm through bolts.
4) The right-angle triangular support is manufactured by adopting L63 x 5mm angle steel, the bottom angle of the right-angle triangular support is controlled at 15-20 degrees, the height of the right-angle triangular support is-15 mm of the height of an overhanging framework, the right-angle triangular support is welded on an inclined steel plate, and the distance between the right-angle triangular supports is not more than 500 mm.
5) The oblique steel plate is connected with the channel platform steel plate through hinges at the interval of 300 mm.
Sixth, manufacturing and installing upper part enclosure device
1) And (3) keel blanking and mounting: the upper enclosure device is characterized in that the transverse and vertical keels of the upper enclosure device are square pipes of 40 multiplied by 5mm, the height of each vertical keel is 2.2-2.4m, the transverse keels are respectively arranged on the two sides of the feeding door and at the four corners of the upper enclosure device, the transverse keels are respectively arranged on the upper portion of the feeding door and the top of each vertical keel, and the transverse and vertical keels are connected through L-shaped angle iron and 8mm bolts.
2) Manufacturing and installing a steel plate net with a frame: the outer frame of the steel plate mesh adopts a square pipe with the size of 25 × 5mm, and the size of the steel plate mesh with the frame is manufactured according to the square area of the enclosure of the transverse and vertical keels.
3) Installing a feeding door: hinges are welded on the upper and lower parts of the feeding door frame and the vertical keels on the two sides, and the feeding door frame and the vertical keels on the two sides are connected through the hinges.
4) And the vertical keels of the whole upper enclosing device are respectively inserted into the corresponding inserting square tubes, and each vertical keel and each inserting square tube are firmly fixed by using 8mm bolts.
Seventhly, hoisting in place
And (3) transferring the two symmetrical left and right basic protection units to corresponding floors, aligning a feeding door of the upper enclosure device with a material outlet of the elevator, and fixing the tail ends of the two symmetrical left and right basic protection units on a pouring floor slab by adopting two U-shaped bolts with the interval of 1500 mm.
Eighth, connection unit mounting
Utilize about basic protection unit to encorbelment the spacing post fixed platform connecting plate of welding on the framework, vertical connecting plate net passes through L type angle bar and 8mm bolt and is connected with two basic protection units about with.
And ninthly, connecting the upper part enclosure device with the floor edge protection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911337250.3A CN110984602A (en) | 2019-12-23 | 2019-12-23 | Design and construction method of assembly type interlayer protection device of construction elevator |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911337250.3A CN110984602A (en) | 2019-12-23 | 2019-12-23 | Design and construction method of assembly type interlayer protection device of construction elevator |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110984602A true CN110984602A (en) | 2020-04-10 |
Family
ID=70075589
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911337250.3A Withdrawn CN110984602A (en) | 2019-12-23 | 2019-12-23 | Design and construction method of assembly type interlayer protection device of construction elevator |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110984602A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112681707A (en) * | 2020-12-21 | 2021-04-20 | 金瀚建设有限公司 | Design and construction method for construction operation platform of cantilever structure of external exploration above roof layer |
| CN113076584A (en) * | 2021-04-12 | 2021-07-06 | 山西省工业设备安装集团有限公司 | BIM-based electromechanical construction method for corridor of subway station equipment area |
-
2019
- 2019-12-23 CN CN201911337250.3A patent/CN110984602A/en not_active Withdrawn
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112681707A (en) * | 2020-12-21 | 2021-04-20 | 金瀚建设有限公司 | Design and construction method for construction operation platform of cantilever structure of external exploration above roof layer |
| CN113076584A (en) * | 2021-04-12 | 2021-07-06 | 山西省工业设备安装集团有限公司 | BIM-based electromechanical construction method for corridor of subway station equipment area |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107419893A (en) | A kind of elevator steel platform and preparation method thereof | |
| CN106639045A (en) | Prefabricated assembly type steel plate-concrete composite shear wall structure system and construction method thereof | |
| CN110984602A (en) | Design and construction method of assembly type interlayer protection device of construction elevator | |
| WO2023240812A1 (en) | Overall construction platform structure and method for adding core tube wall body in air | |
| CN111058555A (en) | Windproof fireproof heat-preservation type quick-dismantling assembly building steel structure and splicing method thereof | |
| CN210002931U (en) | tool type protection system for telescopic adjustment of construction of super high-rise outer frame column | |
| CN107130520A (en) | Bailey frame double-layer bidirectional arrangement high formwork construction method | |
| CN211366665U (en) | Assembled interlayer protection device of construction elevator | |
| CN108952136A (en) | Removable monoblock type lifting protection frame body peace tears method open | |
| CN109230155B (en) | Prefabricated wallboard piling bin | |
| CN216428338U (en) | Supporting structure of pipe well pipeline | |
| CN114251518B (en) | Pipeline installation structure of non-laminate closed pipe well and construction method thereof | |
| CN205955156U (en) | Elevartor shaft steel platform | |
| CN113152658B (en) | Large-span corridor with comprehensive curtain wall at bottom and construction method | |
| CN214062433U (en) | Temporary supporting structure of assembled steel structure | |
| CN211473320U (en) | Tool type external hanging rack for corridor | |
| CN213477191U (en) | Large-span strength beam and welding tool | |
| CN212336673U (en) | Scaffold and scaffold subassembly suitable for have flange structure wall body | |
| CN211201184U (en) | Assembled steel structure system | |
| CN212358622U (en) | Connecting device for multi-story box-type building and multi-story box-type building | |
| CN211172365U (en) | Assembled low-rise residential structure system | |
| CN115247498A (en) | Fixed bolster of prefabricated wallboard and contain braced system of this support | |
| CN110965757A (en) | Scaffold applicable to wall with flanging structure and construction method thereof | |
| CN110820949A (en) | Novel home decoration elevator shaft | |
| CN110565956A (en) | Assembled steel structure system and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WW01 | Invention patent application withdrawn after publication |
Application publication date: 20200410 |
|
| WW01 | Invention patent application withdrawn after publication |