CN114809586A - High-rise building structure design and climbing frame design and installation collaborative optimization method - Google Patents
High-rise building structure design and climbing frame design and installation collaborative optimization method Download PDFInfo
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Abstract
The invention discloses a collaborative optimization method for structural design and climbing frame design and installation of a high-rise building, and relates to the technical field of building construction. The method for collaborative optimization of structural design and climbing frame design and installation of the high-rise building specifically comprises the following operations: when the climbing frame and the building structure are designed, loads such as a local floor building outer wall line overhanging concrete structure, a roof framework local overhanging concrete structure, a template support frame, curtain wall glass and the like are considered. The high-rise building structural design and climbing frame design installation collaborative optimization method is safe and reliable, the optimized design of the local floor building outer wall line overhanging structure and the roof framework local overhanging concrete structure is the light steel angle iron framework outer-wrapped cement fiberboard, the technical and economic effects are good, the installation efficiency of the wall-attached support is effectively accelerated during installation, the climbing frame can be fully applied, and the construction period is ensured.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a collaborative optimization method for high-rise building structure design and climbing frame design and installation.
Background
At present, a high-rise building structure design and climbing frame design and installation cooperation method is to design a climbing frame through a building structure diagram, determine that a wall-attached support is embedded with a wall-attached bolt PVC sleeve, pour concrete, remove a formwork and install the wall-attached support, and the installation method has the following defects: the climbing frame is used for a high-rise building with a complex outer vertical surface, the climbing frame is designed through a building structure diagram, the PVC sleeve pipe of a wall-attaching bolt is pre-embedded in the position of the wall-attaching support, the concrete formwork-removing installation is carried out after the concrete is poured, the wall-attaching support is installed, the structural design and the climbing frame design do not consider the local floor building outer wall line cantilever concrete structure, the roof building local cantilever concrete structure, the climbing frame cannot be fully applied in curtain wall glass construction, the potential safety hazard exists in the local use of the cantilever frame, the local floor building outer wall line cantilever concrete structure, the roof building local cantilever concrete structure and the curtain wall glass construction are slow, the construction period is delayed, the labor intensity is increased, the normal construction is influenced, and the potential safety hazard exists.
Disclosure of Invention
Technical problem to be solved
Aiming at the defects of the prior art, the invention provides a high-rise building structural design and climbing frame design installation collaborative optimization method, which solves the problems that in the prior art, a climbing frame is used for a high-rise building with a complex facade, the climbing frame is designed through a building structure diagram, wall-attached bolt PVC sleeves are pre-embedded at the positions of wall-attached supports, concrete formwork removal is completed, the wall-attached supports are installed, the structural design and climbing frame design do not consider the loads of a local floor building outer wall line cantilever concrete structure, a roof framework local cantilever concrete structure, a formwork support frame, curtain wall glass and the like, the local floor building outer wall line cantilever concrete structure, the roof framework local cantilever concrete structure and the curtain wall glass construction cannot fully apply the climbing frame, the local floor building outer wall cantilever structure, the roof framework local cantilever concrete structure, the curtain wall glass construction and the like, potential safety hazards exist in the local use of the cantilever frame, and the potential safety hazards exist in the local floor building outer wall structure outer wall cantilever structure, The problems of slow construction, high cost and the like of curtain wall glass delay the construction period, increase the labor intensity, influence the normal construction and have potential safety hazards.
(II) technical scheme
In order to achieve the purpose, the invention is realized by the following technical scheme: a collaborative optimization method for high-rise building structure design and climbing frame design installation specifically comprises the following operations:
and (3) carrying out load calculation, specifically comprising the following operations: calculating the load according to the maximum span of the frame body, wherein the height of the frame body is 13.5 meters, the span is 6.0 meters (the maximum span is allowed), the width is 0.6 meter (the width of the outer contour of the frame body is taken), the protection area of the frame body is 81M2, and the standard value of the control load is determined according to the construction specific conditions and according to three working conditions of use, lifting and falling;
calculating wind load omega k;
ωk＝βz·μz·μs·ω0
the beta z-wind vibration coefficient is generally 1;
the mu z-wind pressure height variation coefficient is adopted according to the regulation of the national standard GB50009 of building structure load Specification;
μ s-wind load body type coefficient; mu s is 1.3 phi, phi-wind shielding coefficient, which is the ratio of the wind shielding area of the scaffold to the windward area; the wind shielding coefficient phi of the fireproof safety vertical net is 0.6; μ s ═ 0.78;
omega 0-basic wind pressure value, adopted according to the regulation of national standard GB50009 of building structure load Specification;
ωk＝1×2.1×0.78×0.3＝0.5kN/m2
therefore, the wind load F is 0.5 × 13.5 × 5.0 is 33750N;
calculating a load effect combination value S;
taking according to the specification: constant load component coefficient gamma G is 1.2; the coefficient of active load division gamma Q is 1.4; the uneven work load coefficient gamma 2 is 1.3, and the uneven work load coefficient gamma 2 of lifting and falling is 2.
The use working condition is as follows:
S＝1.3×(γGSGK+γQSQK)＝1.3×(1.2×24464+1.4×16200)＝67.6kN
lifting working conditions are as follows:
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×2700)＝66.3kN
falling working condition (use working condition):
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×16200)＝104kN
falling working condition (lifting working condition):
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×2700)＝66.3kN；
the guide rail is made of steel pipes:
48 × 3, square tube 40 × 3, round bar:
25
welding to manufacture a shaping frame, mainly bearing vertical load, and calculating the bearing capacity of the guide rail according to the worst condition of a load effect combination value according to the standard;
the maximum bending moment of the guide rail is as follows: mmax is FH/4, and since the working condition guide rail is fixed by 3 wall-attached seats, F is P/2 is 67.6/3 is 33.8KN, and H is the floor height;
Mmax＝33.8×3/4＝25.35KN.m,
25.35 multiplied by 106/287430.17, 88.2N/mm2< [ delta ] - [ 215N/mm 2. The use requirement is met.
Anti-shearing calculation of the anti-falling stop lever:
the anti-falling stop lever is phi 25mm round steel, is welded between two phi 48 steel pipes and mainly bears shearing force.
The most unfavorable condition is that the working condition is used for falling prevention, P is 104kN,
τ P/a 104000/2 × 490.6 106N/mm2< [ fv ] > 120N/mm 2. The use requirement is met.
And (3) anti-shearing calculation of the welding seam of the anti-falling stop lever:
the anti-falling stop lever adopts right-angle circumferential welding, the height hf of a welding line is more than or equal to 6mm, and the strength of a right-angle fillet weld in the steel structure design specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2. Total weld length: L2X 3.14X 25 157mm
Effective height of welding seam: he-0.7 hf-0.7 x 8-5.6 mm
According to the worst condition, the use condition is the worst condition when falling is prevented, the load is borne by 1 falling protector, and the Nv is 126.89 KN.
τf＝Nv/helw＝126.89×103/5.6×157＝144.3N/mm2<ffw＝160N/mm2
And (3) performing shear checking calculation on the guide rail and the frame body connecting bolt:
every guide rail is connected with the support body through 26M 16 bolts, and the cross-sectional area that shears of bolt is 157mm2, and the operating mode connecting bolt that falls shears calculated as:
τ＝S/26A＝126.89×103/26×157＝31.08N/mm2<[fv]＝125N/mm2
the use requirements are met;
the wall-attached support mainly plays a role in protection under the working conditions of use, lifting and falling prevention, and mainly plays a role in guiding under the working condition of normal lifting of the frame body. The load borne by the frame body acts on the wall-attached support A-A, and the wall-attached support not only bears the vertically downward load, but also bears the additional bending moment;
checking calculation of a support web of the support;
the most unfavorable condition is that when the working condition is used for falling prevention, the additional bending moment is generated by the load G104kN which is vertically downward and the falling prevention is carried out
M＝104000×179＝18616000N.mm。
The web plate of the wall-attached support is welded with the upper connecting plate into a whole, so that the polar inertia moment of the assembly
The section bending modulus Wz is 149973.8mm 3.
Bending strength sigma is 18616000/149973.8 is 124.1N/mm2< [ fv ] > 215N/mm 2.
The use requirement is met.
According to the calculation result, a single support meets the requirement, and three supports act simultaneously in practice under the working condition of use, so that the use requirement is completely met.
Wall-attached support weld strength checking calculation
The wall-attached support adopts right-angle welding, the height hf of a welding line is more than or equal to 6mm, and the strength of the right-angle fillet weld in the steel structure design specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2.
Total weld length: L2X 395 mm 790mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
And calculating according to the worst condition, wherein the condition of using the working condition for falling prevention is the worst condition, and Nv is 104 kN.
τf＝Nv/helw＝104000/4.2×790＝31.3N/mm2<ffw＝160N/mm2
The use requirements are met;
and (3) performing checking calculation on the wall-attached hanging seat, wherein the wall-attached hanging seat adopts right-angle welding, the height hf of a welding line is more than or equal to 6mm, and the strength of the right-angle welding line in the Steel Structure design Specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2.
Total weld length: L2X 320X 2 1280mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
When the frame body is lifted, the load combination effect value S is 66.3 kN.
τf＝Nv/helw＝66300/4.2×1280＝12.3N/mm2<ffw＝160N/mm2；
The lower hanger adopts right angle welding, total weld length: L200X 4 800mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
When the frame body is lifted, the load combination effect value S is 61.3 kN.
τf＝Nv/helw＝66300/4.2×800＝19.7N/mm2<ffw＝160N/mm2
The use requirements are met;
the checking calculation of the through-wall bolt is carried out,
the wall-attached support is a 8.8-grade M30 high-strength bolt, the bolt bears shearing force and outward tensile force when in use, and the common bolt and the rivet which bear the shearing force and the tensile force in the rod shaft direction simultaneously in the building structure load design specification GB50017-2003 respectively meet the requirements of the following formulas:
the allowable stress values of the bolts of 8.8-grade and B-grade 'strength design values of bolted connection' are as follows: f. of t b ＝400N/mm 2 ，
Wherein
Design value of shear bearing capacity of single bolt:
design value of tensile bearing capacity of single bolt:
and calculating according to the most unfavorable condition of the frame body, wherein the P is the effective load of 104KN when the use working condition falls.
The simplified model after being subjected to force analysis can obtain:
Therefore, the safety requirement can be met;
the wall-attached hanging seat adopts an M30 bolt, an 8.8-grade M30 high-strength bolt is adopted, the bolt bears shearing force and outward tensile force when in use, and the common bolt and the rivet which simultaneously bear the shearing force and the tensile force in the shaft direction respectively meet the requirements of the following formulas in the building structure load design specification GB 50017-2003:
the allowable stress values of the bolts of 8.8-grade and B-grade 'strength design values of bolted connection' are as follows: f. of t b ＝400N/mm 2 ，
Wherein
Design value of shear resistance of single bolt:
design value of tensile bearing capacity of single bolt:
in the lifting process of the frame body, the S-shaped effective load when the lifting working condition falls is 104 KN.
The simplified model after being subjected to force analysis can obtain:
Checking the horizontal truss and the worst rod
According to the analysis of the calculation result, the most unfavorable rod pieces are as follows:
pull rod N3-4 ═ N4-3 ═ N8-7 ═ 25.68 kN; the pressure lever N2-3 ═ N3-2 ═ N7-8 ═ 25.68 kN; pressure bar F2-5 ═ 15.56kN
(1) Pull rod N3-4 ═ N4-3 ═ N8-7
σ＝N/A＝25680/480.8＝53.4<[fv]＝215N/mm2
(2) Pressure lever N2-3 ═ N3-2 ═ N7-8
σ＝N/A＝25680/480.8＝53.4<[fv]＝215N/mm2
(3) Pressure bar F2-5
λ＝l/i＝901.5/20.64＝44,
The use requirements are met;
and (4) carrying out frame stability checking calculation, wherein in a normal use state, the vertical load borne by the main frame acts on the section centroid of the frame.
Under the using working condition and considering the wind load, the inner and outer vertical rods (80 multiplied by 40 multiplied by 3 rectangular tubes) of the frame body not only bear the constant load and the live load, but also bear the shearing force and the bending moment influence generated by the wind load.
Under the working condition of use, the load on the frame body is 67.6kN, the maximum shear force value generated by wind load is 9.62kN, and the maximum bending moment value generated by the wind load is 23.81 kN.m.
The vertical load of the frame body is borne by the inner vertical rod and the outer vertical rod, and the load borne by a single vertical rod is F67.6/2 33.8 kN.
The vertical rod is a 80 × 40 × 3 rectangular tube, the maximum length l is 6m, the inertia moment IX is 52.246cm4, IY is 17.552cm4, the section modulus WX is 13.061cm3, WY is 8.776cm4, and the section area a is 6.608cm 2.
Then
The vertical rod shear strength tau is F/A9620/660.8 is 14.5N/mm2< [ fv ] > 125N/mm 2. The use requirement is met.
Pole setting stability:
the use requirements are met;
after the frame body is lifted, the wall attaching support at the lowermost end of the wall body needs to be detached and transferred upwards to form the wall attaching support at the uppermost end, and only two wall attaching supports of the frame body actually act in the transferring process, so that the condition needs to be checked.
The frame body mainly bears constant load and large wind load in the lifting process, and part of live load is calculated by using the total load borne by the frame body under the working condition.
Under the working condition of use, the load on the frame body is 67.6kN, the maximum shear force value generated by wind load is 17.31kN, and the maximum bending moment value generated by the wind load is 58.43 kN.m.
The vertical rod shear strength tau is F/A17310/660.8 is 26.2N/mm2< [ fv ] > 125N/mm 2.
The use requirement is met.
Stability of vertical rod
The use requirement is met.
Auxiliary pole setting checking calculation
Under the lifting working condition, the lifting force F of the frame body is 66.3kN, the lower lifting point is arranged on the auxiliary vertical rod and the inner vertical rod, and the load F borne by the auxiliary vertical rod is 66.3/2 33.15 kN.
The auxiliary vertical rods are also rectangular tubes of 80X 40X 3, the length of which is 6m, and the calculation in the foregoing shows that,
stability of auxiliary uprights
Carrying out checking calculation on the bearing capacity of the concrete at the through-wall bolt hole, wherein the bearing capacity of the concrete at the through-wall bolt hole is checked according to the following formula: n is a radical of v ≤1.35β b β l f c bd
β b -calculating the coefficient of the load of the concrete with bolt holes, taking beta b ＝0.39；
β l Coefficient of increase of local bearing strength of concrete, taking beta l ＝1.73；
f c -design value of axial compressive strength of concrete during rising, taking f c ＝11.9N/mm 2 (C25 concrete);
b-the thickness of the concrete outer wall, wherein b is 200 mm;
d-the diameter of the through-wall bolt;
calculated, 1.35 beta b β l f c bd＝65kN
When the frame body is lifted, the load Nv which is born by the concrete at the wall-through bolt hole of the wall-attached hanging seat is 60kN, and d is 30mm
1.35β b β l f c bd＝65kN，Nv＝60kN<1.35β b β l f c bd＝65kN；
The method is built according to the calculation parameters, and specifically comprises the following operations:
the climbing frame and the building structure are designed by considering the loads of a local floor building outer wall line cantilever concrete structure, a roof framework local cantilever concrete structure, a template support frame, curtain wall glass and the like, a climbing frame body component and a wall-attached support are designed, structural steel bars at the position of the wall-attached support are designed, a high-rise building with a complex outer vertical surface and a climbing frame model are established before installation, collision detection is carried out according to the elevation of the climbing frame wall-attached support, the elevation of a high-rise building outer vertical surface line plate, the elevation of a climbing frame upright rod, a walkway plate and other component positions and the elevation of an upper opening and a lower opening, the size of the climbing frame wall-attached support plate, the elevation and the position of the upper opening and the lower opening, the local floor building outer wall line cantilever concrete structure and the roof framework local cantilever concrete structure are determined through the collision detection result, the local cantilever concrete structure of the climbing frame is optimized and adjusted, the local floor building outer wall line cantilever concrete structure and the roof framework local cantilever concrete structure template support frame can not be supported on the climbing frame, the method is characterized in that a partially-storey building outer wall line overhanging concrete structure and a roof framework local overhanging concrete structure are optimally designed into a cement fiberboard with the thickness of 8mm wrapped outside a 50X 3 light steel angle framework, the 50X 3 light steel angle framework is firmly welded with an embedded part, the middle distance is 500mm, the cement fiberboard with the thickness of 8mm wrapped outside the 50X 3 light steel angle framework is fixed by rivets, collision detection is repeated after adjustment until the requirements are met, during installation, wall-attached bolt PVC sleeves are embedded strictly according to the size of the adjusted climbing frame wall-attached support plate and the elevation and the position of an upper opening and a lower opening, and concrete formwork removal installation and wall-attached supports are poured until the climbing frame wall-attached supports are installed.
The size and the position of the wall-attached support plate of the climbing frame are controlled within 10mm +/-5.
(III) advantageous effects
The invention provides a collaborative optimization method for structural design and climbing frame design and installation of a high-rise building. The method has the following beneficial effects:
the method for the cooperative optimization of the structural design and the mounting of the climbing frame of the high-rise building is safe and reliable, the optimal design of the local building outer wall line cantilever structure and the roof framework local cantilever concrete structure is the technical and economic effect of the light steel angle steel framework outer-wrapped cement fiberboard, the mounting efficiency of the wall-attached support is effectively accelerated during mounting, the climbing frame can be fully applied, the construction period is ensured, the problems that the loads of the local building outer wall line cantilever concrete structure, the roof framework local cantilever concrete structure, a formwork support frame, curtain wall glass and the like are not considered in the structural design and the climbing frame design are solved, the climbing frame cannot be fully applied in the construction of the local building outer wall line cantilever concrete structure, the roof framework local cantilever concrete structure and the curtain wall glass, the potential safety hazard exists in the local use of the cantilever frame, the local building outer wall line cantilever concrete structure, The problems of slow construction, high cost and the like of a local overhanging concrete structure and curtain wall glass of a roof framework are solved.
Drawings
Fig. 1 is a schematic diagram of a collaborative optimization method for high-rise building structure design and climbing frame design installation, which is provided by the invention.
In fig. 1: 1. local floor building outer wall lines structure of encorbelmenting, 2, the local concrete structure of encorbelmenting of roofing framework, 3, light steel angle steel skeleton, 4, cement fiberboard, 5, climb the frame, 6, attach the wall support, 7, attach the wall pole, 8, pole setting, 9, guidance tape, 10, rivet, 11 built-in fittings.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, the present invention provides a technical solution: a high-rise building structure design and climbing frame design installation collaborative optimization method specifically comprises the following operations:
and (3) carrying out load calculation, specifically comprising the following operations: calculating the load according to the maximum span of the frame body, wherein the height of the frame body is 13.5 meters, the span is 6.0 meters (the maximum span is allowed), the width is 0.6 meter (the width of the outer contour of the frame body is taken), the protection area of the frame body is 81M2, and the standard value of the control load is determined according to the construction specific conditions and according to three working conditions of use, lifting and falling;
calculating wind load omega k;
ωk＝βz·μz·μs·ω0
the beta z-wind vibration coefficient is generally 1;
the mu z-wind pressure height variation coefficient is adopted according to the regulation of the national standard GB50009 of building structure load Specification;
μ s-wind load body type coefficient; mu s is 1.3 phi, phi-wind shielding coefficient, which is the ratio of the wind shielding area of the scaffold to the windward area; the wind shielding coefficient phi of the fireproof safety vertical net is 0.6; μ s ═ 0.78;
omega 0-basic wind pressure value, adopted according to the regulation of national standard GB50009 of building structure load Specification;
ωk＝1×2.1×0.78×0.3＝0.5kN/m2
therefore, the wind load F is 0.5 × 13.5 × 5.0 is 33750N;
calculating a load effect combination value S;
taking according to the specification: constant load component coefficient gamma G is 1.2; the coefficient of active load division gamma Q is 1.4; the uneven work load coefficient gamma 2 is 1.3, and the uneven work load coefficient gamma 2 of lifting and falling is 2.
The use working condition is as follows:
S＝1.3×(γGSGK+γQSQK)＝1.3×(1.2×24464+1.4×16200)＝67.6kN
lifting working conditions are as follows:
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×2700)＝66.3kN
falling working condition (use working condition):
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×16200)＝104kN
falling working condition (lifting working condition):
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×2700)＝66.3kN；
the guide rail is made of steel pipes:
48 × 3, square tube 40 × 3, round bar:
25
welding to manufacture a shaping frame, mainly bearing vertical load, and calculating the bearing capacity of the guide rail according to the worst condition of a load effect combination value according to the standard;
the maximum bending moment of the guide rail is as follows: mmax is FH/4, and since the working condition guide rail is fixed by 3 wall-attached seats, F is P/2 is 67.6/3 is 33.8KN, and H is the floor height;
Mmax＝33.8×3/4＝25.35KN.m,
25.35 multiplied by 106/287430.17, 88.2N/mm2< [ delta ] - [ 215N/mm 2. The use requirement is met.
Anti-shearing calculation of the anti-falling stop lever:
the anti-falling stop lever is phi 25mm round steel, is welded between two phi 48 steel pipes and mainly bears shearing force.
The most unfavorable condition is that the working condition is used for falling prevention, P is 104kN,
τ P/a 104000/2 × 490.6 106N/mm2< [ fv ] > 120N/mm 2. The use requirement is met.
And (3) anti-shearing calculation of the welding seam of the anti-falling stop lever:
the anti-falling stop lever adopts right-angle circumferential welding, the height hf of a welding line is more than or equal to 6mm, and the strength of a right-angle fillet weld in the steel structure design specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/helw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2. Total weld length: L2X 3.14X 25 157mm
Effective height of welding seam: he-0.7 hf-0.7 x 8-5.6 mm
In the worst case, the use condition is the worst case when falling is prevented, the load is borne by 1 falling protector, and the load is 126.89KN when the load is equal to Nv and P.
τf＝Nv/helw＝126.89×103/5.6×157＝144.3N/mm2<ffw＝160N/mm2
And (3) performing shear checking calculation on the guide rail and the frame body connecting bolt:
each guide rail is connected with the frame body through 26M 16 bolts, the shearing cross-sectional area of the bolts is 157mm2, and the shearing proof calculation of the falling working condition connecting bolts is as follows:
τ＝S/26A＝126.89×103/26×157＝31.08N/mm2<[fv]＝125N/mm2
the use requirements are met;
the wall-attached support mainly plays a role in protection under the working conditions of use, lifting and falling prevention, and mainly plays a role in guiding under the working condition of normal lifting of the frame body. The load born by the frame body acts on the position A-A of the wall-attached support, and the wall-attached support not only bears the vertical downward load, but also bears the additional bending moment;
checking the support web of the support;
the most unfavorable condition is that when the working condition is used for falling prevention, the additional bending moment is generated by the load G104kN which is vertically downward and the falling prevention is carried out
M＝104000×179＝18616000N.mm。
The web plate of the wall-attached support is welded with the upper connecting plate into a whole, so that the polar inertia moment of the assembly
The section bending modulus Wz is 149973.8mm 3.
Bending strength sigma is 18616000/149973.8 is 124.1N/mm2< [ fv ] > 215N/mm 2.
The use requirement is met.
According to the calculation result, a single support meets the requirement, and three supports act simultaneously in practice under the working condition of use, so that the use requirement is completely met.
Wall-attached support weld strength checking calculation
The wall-attached support adopts right-angle welding, the height hf of a welding line is more than or equal to 6mm, and the strength of the right-angle fillet weld in the steel structure design specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2.
Total weld length: L2X 395 mm 790mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
And calculating according to the worst condition, wherein the condition of using the working condition for falling prevention is the worst condition, and Nv is 104 kN.
τf＝Nv/helw＝104000/4.2×790＝31.3N/mm2<ffw＝160N/mm2
The use requirements are met;
and (3) performing checking calculation on the wall-attached hanging seat, wherein the wall-attached hanging seat adopts right-angle welding, the height hf of a welding line is more than or equal to 6mm, and the strength of the right-angle welding line in the Steel Structure design Specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, tau f is Nv/helw is not more than ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding of an E43 type welding rod of 'design specification of steel structure': ffw-160N/mm 2.
Total weld length: L2X 320X 2 1280mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
When the frame body is lifted, the load combination effect value S is 66.3 kN.
τf＝Nv/helw＝66300/4.2×1280＝12.3N/mm2<ffw＝160N/mm2；
The lower hanger adopts right angle welding, total weld length: L200X 4 800mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
When the frame body is lifted, the load combination effect value S is 61.3 kN.
τf＝Nv/helw＝66300/4.2×800＝19.7N/mm2<ffw＝160N/mm2
The use requirements are met;
the checking calculation of the through-wall bolt is carried out,
the wall-attached support is a 8.8-grade M30 high-strength bolt, the bolt bears shearing force and outward tensile force when in use, and the common bolt and the rivet which bear the shearing force and the tensile force in the rod shaft direction simultaneously in the building structure load design specification GB50017-2003 respectively meet the requirements of the following formulas:
the allowable stress values of the bolts of 8.8-grade and B-grade 'strength design values of bolted connection' are as follows: f. of t b ＝400N/mm 2 ，
Wherein
Design value of shear resistance of single bolt:
design value of tensile bearing capacity of single bolt:
and calculating according to the most unfavorable condition of the frame body, wherein the P is the effective load of 104KN when the use working condition falls.
The simplified model after being subjected to force analysis can obtain:
Therefore, the safety requirement can be met;
the wall-attached hanging seat adopts an M30 bolt, an 8.8-grade M30 high-strength bolt is adopted, the bolt bears shearing force and outward tensile force when in use, and the common bolt and the rivet which simultaneously bear the shearing force and the tensile force in the shaft direction respectively meet the requirements of the following formulas in the building structure load design specification GB 50017-2003:
the allowable stress values of the bolts of 8.8-grade and B-grade 'strength design values of bolted connection' are as follows: f. of t b ＝400N/mm 2 ，
Wherein
Design value of shear resistance of single bolt:
design value of tensile bearing capacity of single bolt:
in the lifting process of the frame body, the S-shaped effective load when the lifting working condition falls is 104 KN.
The simplified model after being subjected to force analysis can obtain:
Checking the horizontal truss and the worst rod
According to the analysis of the calculation result, the most unfavorable rod pieces are as follows:
pull rod N3-4 ═ N4-3 ═ N8-7 ═ 25.68 kN; the pressure lever N2-3 ═ N3-2 ═ N7-8 ═ 25.68 kN; pressure bar F2-5 ═ 15.56kN
(1) Pull rod N3-4 ═ N4-3 ═ N8-7
σ＝N/A＝25680/480.8＝53.4<[fv]＝215N/mm2
(2) Pressure lever N2-3 ═ N3-2 ═ N7-8
σ＝N/A＝25680/480.8＝53.4<[fv]＝215N/mm2
(3) Pressure bar F2-5
λ＝l/i＝901.5/20.64＝44,
The use requirements are met;
and (4) carrying out frame stability checking calculation, wherein in a normal use state, the vertical load borne by the main frame acts on the section centroid of the frame.
Under the using working condition and considering the wind load, the inner and outer vertical rods (80 multiplied by 40 multiplied by 3 rectangular tubes) of the frame body not only bear the constant load and the live load, but also bear the shearing force and the bending moment influence generated by the wind load.
Under the working condition of use, the load on the frame body is 67.6kN, the maximum shear force value generated by wind load is 9.62kN, and the maximum bending moment value generated by the wind load is 23.81 kN.m.
The vertical load of the frame body is born by the inner vertical rod and the outer vertical rod, and the load born by a single vertical rod is F67.6/2-33.8 kN.
The vertical rod is a 80 × 40 × 3 rectangular tube, the maximum length l is 6m, the inertia moment IX is 52.246cm4, IY is 17.552cm4, the section modulus WX is 13.061cm3, WY is 8.776cm4, and the section area a is 6.608cm 2.
Then
The vertical rod shear strength tau is F/A9620/660.8 is 14.5N/mm2< [ fv ] > 125N/mm 2. The use requirement is met.
Pole setting stability:
the use requirements are met;
after the frame body is lifted, the wall attaching support at the lowermost end of the wall body needs to be detached and transferred upwards to form the wall attaching support at the uppermost end, and only two wall attaching supports of the frame body actually act in the transferring process, so that the condition needs to be checked.
The frame body mainly bears constant load and large wind load in the lifting process, and part of live load is calculated by using the total load borne by the frame body under the working condition.
Under the working condition of use, the load on the frame body is 67.6kN, the maximum shearing force value generated by wind load is 17.31kN, and the maximum bending moment value generated by the wind load is 58.43 kN.m.
The vertical rod shear strength tau is F/A17310/660.8 is 26.2N/mm2< [ fv ] > 125N/mm 2.
The use requirement is met.
Stability of vertical rod
The use requirement is met.
Auxiliary pole setting checking calculation
Under the lifting working condition, the lifting force F of the frame body is 66.3kN, the lower lifting point is arranged on the auxiliary vertical rod and the inner vertical rod, and the load F borne by the auxiliary vertical rod is 66.3/2 33.15 kN.
The auxiliary vertical rods are also rectangular tubes of 80X 40X 3, the length of which is 6m, and the calculation in the foregoing shows that,
stability of auxiliary uprights
Bearing capacity of concrete at through-wall bolt holeAnd (4) checking, wherein the bearing capacity of the concrete at the through-wall bolt hole is checked according to the following formula: n is a radical of v ≤1.35β b β l f c bd
β b -calculating the coefficient of the load of the concrete with bolt holes, taking beta b ＝0.39；
β l -local bearing strength improvement factor of concrete, taking beta l ＝1.73；
f c -design value of axial compressive strength of concrete during rising, taking f c ＝11.9N/mm 2 (C25 concrete);
b-the thickness of the concrete outer wall, wherein b is 200 mm;
d-the diameter of the through-wall bolt;
calculated, 1.35 beta b β l f c bd＝65kN
When the frame body is lifted, the load Nv which is born by the concrete at the wall-through bolt hole of the wall-attached hanging seat is 60kN, and d is 30mm
1.35β b β l f c bd＝65kN，Nv＝60kN<1.35β b β l f c bd＝65kN；
The method is built according to the calculation parameters, and specifically comprises the following operations:
the climbing frame and the building structure are designed by considering the loads of a local floor building outer wall line cantilever concrete structure (1), a roof framework local cantilever concrete structure (2), a template support frame, curtain wall glass and the like, a frame body member and a wall attaching support (6) of the climbing frame (5) are designed, structural steel bars at the position of the wall attaching support (6) are designed, a high-rise building with a complex outer vertical surface and a climbing frame model are built before installation, collision detection is carried out according to the elevation of the climbing frame wall attaching support (6), the elevation of a high-rise building outer vertical surface line plate, the elevation of a climbing frame upright rod (8), a walkway plate (9) and other member positions and the elevation of an upper opening and a lower opening, the plate size of the climbing frame wall attaching support (6) and the elevation of the upper opening and the lower opening, the position, the local floor building outer wall line cantilever concrete structure (1) and the roof framework local cantilever concrete structure (2) are determined according to the collision detection result, considering that the formwork support frame of the exterior wall line cantilever concrete structure (1) of the part-floor building and the local cantilever concrete structure (2) of the roof framework can not be supported on a climbing frame, optimally designing the exterior wall line cantilever concrete structure (1) of the part-floor building and the local cantilever concrete structure (2) of the roof framework into a 50 multiplied by 3 lightweight steel angle steel framework (3) externally wrapped by a cement fiberboard (4) with the thickness of 8mm, welding the 50 multiplied by 3 lightweight steel angle steel framework (3) with an embedded part (11), firmly welding the middle distance of 500mm, externally wrapped by the 50 multiplied by 3 lightweight steel angle steel framework (3) by a cement fiberboard (4) with the thickness of 8mm by a rivet (10), repeating the collision detection after adjustment until the requirement is met, embedding a wall bolt PVC sleeve according to the plate size, the elevation and the position of an upper opening and a lower opening of a wall support (6) of the climbing frame (5) after adjustment strictly during installation, embedding the wall bolt PVC sleeve, pouring concrete form removal and installing the wall support, until the climbing frame (5) is attached to the wall support (6) and installed.
The size and the position of the wall-attached support (6) of the climbing frame (5) are controlled within 10mm +/-5.
Example (b):
the high-rise building structure design and climbing frame design and installation collaborative optimization method has been successfully applied in Shenzhen Haihuan (first-stage) EPC general contract engineering, Xiao county Huang Huai canopy family district city middle village reconstruction first-stage engineering and other engineering, 2 high-rise buildings (26 floors of office buildings and 19 floors of apartment buildings) are counted in the Xiao county Huang Huai canopy family district city middle village reconstruction first-stage engineering north district, 1 multi-story (5 floors of business buildings and 8 floors of guest rooms) is obtained; the south area has 10 high-rise residences (the 2#, 3#, 8#, 9# floors are 34 floors, the 1#, 6#, 7# floors are 33 floors, the 4#, 10# floors are 30 floors, and the 5# floors are 21 high-rise residences); 11 shops (BS2, BS4, BS5, BS6 and BS8 are 2 layers, BS1 and BS3 are 3 layers, BS7 is 4 layers, NS1 is 4 layers, NS2 is 3 layers, and NS3 is 4 layers.) are 1 kindergarten (3 layers) with the building height of 58.1m, the construction period is shortened by 25 days, and the cost is reduced by 33000 yuan; shenzhen heyucun (first-stage) EPC general contract project, which consists of 1 building with 30 layers, 2 buildings with 30 layers and 3 commercial houses, the height of the building is 98.9m, the construction period is shortened by 30 days, and the cost is reduced by 288000 yuan.
In conclusion, the high-rise building structural design and climbing frame design installation collaborative optimization method is safe and reliable, the technical and economic effects of the local floor building outer wall line cantilever structure and the roof framework local cantilever concrete structure are good when the local floor building outer wall line cantilever structure and the roof framework local cantilever concrete structure are optimally designed into the light steel angle steel framework outer cement fiberboard, the installation efficiency of the wall-attached support is effectively accelerated during installation, the climbing frame can be fully applied, the construction period is ensured, the problems that the loads of the local floor building outer wall line cantilever concrete structure, the roof framework local cantilever concrete structure, a formwork support frame, curtain wall glass and the like are not considered in the structural design and climbing frame design, the climbing frame cannot be fully applied in the local floor building outer wall line cantilever concrete structure, the roof framework local cantilever concrete structure and the curtain wall glass construction, the potential safety hazard exists in the local floor building outer wall line cantilever structure, The problems of slow construction, high cost and the like of a local overhanging concrete structure and curtain wall glass of a roof framework are solved.
It should be noted that, in this document, relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (1)
1. A high-rise building structure design and climbing frame design installation collaborative optimization method is characterized in that: the specific operation is as follows:
and (3) carrying out load calculation, specifically comprising the following operations: calculating the load according to the maximum span of the frame body, wherein the height of the frame body is 13.5 meters, the span is 6.0 meters, the maximum span is allowed, the width is 0.6 meter, the width of the outer contour of the frame body is taken, and the protection area of the frame body is 81M 2 The calculation of live load is carried out according to the concrete construction conditions and according to three working conditions of use, lifting and fallingDetermining a control load standard value;
calculating wind load omega k;
ωk＝βz·μz·μs·ω0
the beta z-wind vibration coefficient is generally 1;
the mu z-wind pressure height variation coefficient is adopted according to the regulation of the national standard GB50009 of building structure load Specification;
μ s-wind load body type coefficient; mu s is 1.3 phi, phi-wind shielding coefficient, which is the ratio of the wind shielding area of the scaffold to the windward area; the wind shielding coefficient phi of the fireproof safety vertical net is 0.6; μ s ═ 0.78;
omega 0-basic wind pressure value, adopted according to the regulation of national standard GB50009 of building structure load Specification;
ωk＝1×2.1×0.78×0.3＝0.5kN/m2
therefore, the wind load F is 0.5 × 13.5 × 5.0 is 33750N;
calculating a load effect combination value S;
taking according to the specification: constant load component coefficient gamma G is 1.2; the coefficient of active load division gamma Q is 1.4; the uneven work load coefficient gamma 2 is 1.3, and the uneven work load coefficient gamma 2 of lifting and falling is 2.
The use working condition is as follows:
S＝1.3×(γGSGK+γQSQK)＝1.3×(1.2×24464+1.4×16200)＝67.6kN
lifting working conditions are as follows:
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×2700)＝66.3kN
working condition, the use working condition of falling:
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×16200)＝104kN
working condition of falling, lift working condition:
S＝2×(γGSGK+γQSQK)＝2×(1.2×24464+1.4×2700)＝66.3kN；
the guide rail is made of steel pipes:
square tube 40 × 3, round steel:
welding to manufacture a shaping frame, mainly bearing vertical load, and calculating the bearing capacity of the guide rail according to the worst condition of a load effect combination value according to the standard;
the maximum bending moment of the guide rail is as follows: mmax is FH/4, and since the working condition guide rail is fixed by 3 wall-attached seats, F is P/2 is 67.6/3 is 33.8KN, and H is the floor height;
Mmax＝33.8×3/4＝25.35KN.m,
25.35 multiplied by 106/287430.17, 88.2N/mm2< [ delta ] - [ 215N/mm 2. The use requirement is met.
Anti-shearing calculation of the anti-falling stop lever:
the anti-falling stop lever is phi 25mm round steel, is welded between two phi 48 steel pipes and mainly bears shearing force.
The most unfavorable condition is that the working condition is used for falling prevention, P is 104kN,
τ P/a 104000/2 × 490.6 106N/mm2< [ fv ] > 120N/mm 2. The use requirement is met.
And (3) anti-shearing calculation of the welding seam of the anti-falling stop lever:
the anti-falling stop lever adopts right-angle circumferential welding, the height hf of a welding line is more than or equal to 6mm, and the strength of a right-angle fillet weld in the steel structure design specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2. Total weld length: L2X 3.14X 25 157mm
Effective height of welding seam: he-0.7 hf-0.7 x 8-5.6 mm
According to the worst condition, the use condition is the worst condition when falling is prevented, the load is borne by 1 falling protector, and the Nv is 126.89 KN.
τf＝Nv/helw＝126.89×103/5.6×157＝144.3N/mm2<ffw＝160N/mm2
And (3) performing shear checking calculation on the guide rail and the frame body connecting bolt:
each guide rail is connected with the frame body through 26M 16 bolts, the shearing cross-sectional area of the bolts is 157mm2, and the shearing proof calculation of the falling working condition connecting bolts is as follows:
τ＝S/26A＝126.89×103/26×157＝31.08N/mm2<[fv]＝125N/mm2
the use requirements are met;
the wall-attached support mainly plays a role in protection under the working conditions of use and falling prevention and mainly plays a role in guiding under the working condition of normal lifting of the frame body. The load borne by the frame body acts on the wall-attached support A-A, and the wall-attached support not only bears the vertically downward load, but also bears the additional bending moment;
checking the support web of the support;
the most unfavorable condition is that when the working condition is used for falling prevention, the additional bending moment is generated by the load G104kN which is vertically downward and the falling prevention is carried out
M＝104000×179＝18616000N.mm。
The web plate of the wall-attached support is welded with the upper connecting plate into a whole, so that the polar inertia moment of the assembly
The section bending modulus Wz is 149973.8mm 3.
Bending strength sigma is 18616000/149973.8 is 124.1N/mm2< [ fv ] > 215N/mm 2.
The use requirement is met.
According to the calculation result, a single support meets the requirement, and three supports act simultaneously in practice under the working condition of use, so that the use requirement is completely met.
Wall-attached support weld strength checking calculation
The wall-attached support adopts right-angle welding, the height hf of a welding line is more than or equal to 6mm, and the strength of the right-angle fillet weld in the steel structure design specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2.
Total weld length: L2X 395 mm 790mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
And calculating according to the worst condition, wherein the condition of using the working condition for falling prevention is the worst condition, and Nv is 104 kN.
τf＝Nv/helw＝104000/4.2×790＝31.3N/mm2<ffw＝160N/mm2
The use requirements are met;
and (3) performing checking calculation on the wall-attached hanging seat, wherein the wall-attached hanging seat adopts right-angle welding, the height hf of a welding line is more than or equal to 6mm, and the strength of the right-angle welding line in the Steel Structure design Specification is calculated according to the following formula: under the action of tensile force, pressure or shearing force passing through the centroid of the welding seam, when the force is vertical to the length direction of the welding seam, the sigma f is equal to Nv/hellw and is less than or equal to beta fffw; when the force is parallel to the length direction of the welding seam, τ f is Nv/helw is less than or equal to ffw, and the tensile strength, the compressive strength and the shear strength of the fillet weld of Q235 steel are measured by automatic welding, semi-automatic welding and manual welding with an E43 type welding rod of steel structure design Specification: ffw-160N/mm 2.
Total weld length: L2X 320X 2 1280mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
When the frame body is lifted, the load combination effect value S is 66.3 kN.
τf＝Nv/helw＝66300/4.2×1280＝12.3N/mm2<ffw＝160N/mm2；
The lower hanger adopts right angle welding, total weld length: L200X 4 800mm
Effective height of welding seam: he-0.7 hf-0.7 x 6-4.2 mm
When the frame body is lifted, the load combination effect value S is 61.3 kN.
τf＝Nv/helw＝66300/4.2×800＝19.7N/mm2<ffw＝160N/mm2
The use requirements are met;
the checking calculation of the through-wall bolt is carried out,
the wall-attached support is a 8.8-grade M30 high-strength bolt, the bolt bears shearing force and outward tensile force when in use, and the common bolt and the rivet which bear the shearing force and the tensile force in the rod shaft direction simultaneously in the building structure load design specification GB50017-2003 respectively meet the requirements of the following formulas:
the allowable stress values of the bolts of 8.8-grade and B-grade 'strength design values of bolted connection' are as follows: f. of t b ＝400N/mm 2 ，
Wherein
Design value of shear resistance of single bolt:
design value of tensile bearing capacity of single bolt:
and calculating according to the most unfavorable condition of the frame body, wherein the P is the effective load of 104KN when the use working condition falls.
After undergoing a simplified model of force analysis, we can obtain:
Therefore, the safety requirement can be met;
the wall-attached hanging seat adopts an M30 bolt, an 8.8-grade M30 high-strength bolt is adopted, the bolt bears shearing force and outward tensile force when in use, and the common bolt and the rivet which simultaneously bear the shearing force and the tensile force in the shaft direction respectively meet the requirements of the following formulas in the building structure load design specification GB 50017-2003:
the allowable stress values of the bolt are as follows, wherein the allowable stress values of the bolt are respectively 8 grade and B grade 'design strength of bolt connection': f. of t b ＝400N/mm 2 ，
Wherein
Design value of shear resistance of single bolt:
design value of tensile bearing capacity of single bolt:
in the lifting process of the frame body, the S-shaped effective load when the lifting working condition falls is 104 KN.
The simplified model after being subjected to force analysis can obtain:
Checking the horizontal truss and the worst rod
According to the analysis of the calculation result, the most unfavorable rod pieces are as follows:
pull rod N3-4 ═ N4-3 ═ N8-7 ═ 25.68 kN; the pressure lever N2-3 ═ N3-2 ═ N7-8 ═ 25.68 kN; pressure bar F2-5 ═ 15.56kN
(1) Pull rod N3-4 ═ N4-3 ═ N8-7
σ＝N/A＝25680/480.8＝53.4<[fv]＝215N/mm2
(2) Pressure lever N2-3 ═ N3-2 ═ N7-8
σ＝N/A＝25680/480.8＝53.4<[fv]＝215N/mm2
(3) Pressure bar F2-5
λ＝l/i＝901.5/20.64＝44,
The use requirements are met;
and (4) carrying out frame stability checking calculation, wherein in a normal use state, the vertical load borne by the main frame acts on the section centroid of the frame.
Under the use working condition and considering the wind load effect, the inner and outer vertical rods of the frame body and the 80 multiplied by 40 multiplied by 3 rectangular pipes are required to bear not only the constant load and the live load, but also the shearing force and the bending moment generated by the wind load.
Under the working condition of use, the load on the frame body is 67.6kN, the maximum shear force value generated by wind load is 9.62kN, and the maximum bending moment value generated by the wind load is 23.81 kN.m.
The vertical load of the frame body is born by the inner vertical rod and the outer vertical rod, and the load born by a single vertical rod is F67.6/2-33.8 kN.
The vertical rod is a 80 × 40 × 3 rectangular tube, the maximum length l is 6m, the inertia moment IX is 52.246cm4, IY is 17.552cm4, the section modulus WX is 13.061cm3, WY is 8.776cm4, and the section area a is 6.608cm 2.
Then
：
The vertical rod shear strength tau is F/A9620/660.8 is 14.5N/mm2< [ fv ] > 125N/mm 2. The use requirement is met.
Pole setting stability:
the use requirements are met;
after the frame body is lifted, the wall attaching support at the lowermost end of the wall body needs to be detached and transferred upwards to form the wall attaching support at the uppermost end, and only two wall attaching supports of the frame body actually act in the transferring process, so that the condition needs to be checked.
The frame body mainly bears constant load and large wind load in the lifting process, and part of live load is calculated by using the total load borne by the frame body under the working condition.
Under the working condition of use, the load on the frame body is 67.6kN, the maximum shear force value generated by wind load is 17.31kN, and the maximum bending moment value generated by the wind load is 58.43 kN.m.
The vertical rod shear strength tau is F/A17310/660.8 is 26.2N/mm2< [ fv ] > 125N/mm 2.
The use requirement is met.
Stability of vertical rod
The use requirement is met.
Auxiliary pole setting checking calculation
Under the lifting working condition, the lifting force F of the frame body is 66.3kN, the lower lifting point is arranged on the auxiliary vertical rod and the inner vertical rod, and the load F borne by the auxiliary vertical rod is 66.3/2 33.15 kN.
The auxiliary vertical rods are also rectangular tubes of 80X 40X 3, the length of which is 6m, and the calculation in the foregoing shows that,
stability of auxiliary uprights
Carrying out checking calculation on the bearing capacity of the concrete at the through-wall bolt hole, wherein the bearing capacity of the concrete at the through-wall bolt hole is checked according to the following formula: n is a radical of v ≤1.35β b β l f c bd
β b -calculating the coefficient of the load of the concrete with bolt holes, taking beta b ＝0.39；
β l Coefficient of increase of local bearing strength of concrete, taking beta l ＝1.73；
f c -design value of axial compressive strength of concrete during rising, taking f c ＝11.9N/mm 2 C25 concrete;
b-the thickness of the concrete outer wall, wherein b is 200 mm;
d-the diameter of the through-wall bolt;
calculated, 1.35 beta b β l f c bd＝65kN
When the frame body is lifted, the load Nv which is born by the concrete at the wall-through bolt hole of the wall-attached hanging seat is 60kN, and d is 30mm
1.35β b β l f c bd＝65kN，Nv＝60kN<1.35β b β l f c bd＝65kN；
The method is built according to the calculation parameters, and specifically comprises the following operations:
the climbing frame and the building structure are designed by considering the loads of a local floor building outer wall line cantilever concrete structure, a roof framework local cantilever concrete structure, a template support frame, curtain wall glass and the like, a climbing frame body component and a wall-attached support are designed, structural steel bars at the position of the wall-attached support are designed, a high-rise building with a complex outer vertical surface and a climbing frame model are established before installation, collision detection is carried out according to the elevation of the climbing frame wall-attached support, the elevation of a high-rise building outer vertical surface line plate, the elevation of a climbing frame upright rod, a walkway plate and other component positions and the elevation of an upper opening and a lower opening, the size of the climbing frame wall-attached support plate, the elevation and the position of the upper opening and the lower opening, the local cantilever concrete structure of the roof framework, the optimization and adjustment of the local cantilever concrete structure of the climbing frame and the roof framework are determined according to the collision detection result, the local cantilever concrete structure of the local cantilever structure (1) of the floor building outer wall and the roof framework local cantilever concrete structure can not be supported on the climbing frame, the method is characterized in that a partially-storey building outer wall line overhanging concrete structure and a roof framework local overhanging concrete structure are optimally designed into a cement fiberboard with the thickness of 8mm wrapped outside a 50X 3 light steel angle framework, the 50X 3 light steel angle framework is firmly welded with an embedded part, the middle distance is 500mm, the cement fiberboard with the thickness of 8mm wrapped outside the 50X 3 light steel angle framework is fixed by rivets, collision detection is repeated after adjustment until the requirements are met, during installation, wall-attached bolt PVC sleeves are embedded strictly according to the size of the adjusted climbing frame wall-attached support plate and the elevation and the position of an upper opening and a lower opening, and concrete formwork removal installation and wall-attached supports are poured until the climbing frame wall-attached supports are installed.
The size and the position of the wall-attached support plate of the climbing frame are controlled within 10mm +/-5.
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