CN115262820A - Design and construction method of full-automatic light-operated opening and closing stone curtain wall system - Google Patents
Design and construction method of full-automatic light-operated opening and closing stone curtain wall system Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/88—Curtain walls
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Abstract
The invention relates to a design and construction method of a full-automatic light-operated opening and closing stone curtain wall system, which comprises the following steps: 1. drawing a plane surface and a node graph; 2. checking and calculating load; 3. measuring and paying off; 4. punching and cleaning a concrete girder; 5. installing a chemical bolt; 6. installing galvanized steel sheets; 7. welding a steel plate adapter; 8. welding a steel rib; 9. the metal inner clamping groove vertical keel is installed; 10. positioning and punching; 11. installing a rotating device; 12. installing a U-shaped stone molding column; 13. square steel inserting columns are arranged; 14. installing a stone curtain wall; 15. applying silicone weather-resistant sealant; 16. cleaning and handing over; the curtain wall of the whole building is a unified whole, and the window part is effectively opened and closed. The stone can be automatically opened and closed along with day and night alternation, and an air cavity formed between the stone and the window is closed at night, so that the effects of heat preservation, heat insulation and sound insulation can be achieved; the daylighting and ventilation of the window are not affected after the window is opened in the daytime; the air conditioner can be closed in bad weather to prevent damage caused by falling objects.
Description
Technical Field
The invention relates to a design and construction method of a full-automatic light-operated opening and closing stone curtain wall system, and belongs to the technical field of buildings.
Background
A stone curtain wall connecting structure and a construction method can only reserve windows when applied to outdoor (indoor) decoration, and cannot enable the whole building to form the whole curtain wall effect without influencing the effects of illumination, ventilation, heat insulation and heat preservation.
The traditional method comprises the following steps: 1. the hidden stone curtain wall of building curtain wall way is at upper and lower beam portion installation buried plate and adaptor, is the stand with steel side pipe, is connected stone material and stand with the angle sign indicating number. The disadvantages are that: the stone material can not be opened and closed, can not play good heat preservation, thermal-insulated effect, and there is the risk of falling object destruction in the stormy weather. The opening of the stone belongs to hollow decoration, a keel framework and a corner connector are exposed, and the framework is easy to rust and rot in rainy and snowy days for a long time, so that potential safety hazards exist; meanwhile, rust water flows on the surface of the stone to form rust spots which cannot be cleaned, and the decorative effect is seriously influenced. 2. The indoor decoration stone material is characterized by that at the beam column place a buried plate and a switching piece are mounted, the square steel pipe is used as vertical column, the square steel pipe or angle steel is used as transverse beam, on the upper portion of said vertical column the stone material can be placed, and every other stone material can be placed so as to form louver. The disadvantages are as follows: the stone is in hollow decoration after being opened, the keel framework and the corner connectors are exposed, and a hidden frame type stone curtain wall cannot be formed, so that the decoration effect is influenced; the framework is made of a large amount of steel, so that the cost is increased, and the construction cost is increased. The decorative effect becomes a difficult point.
At present, a full-automatic light-operated opening and closing device is not available, and the stone is in a fixed mode and cannot be automatically opened and closed according to the light control. In northern areas, the stone curtain wall is hot in summer and cold in winter, cannot achieve good heat preservation and heat insulation effects, only plays a decorative role, and has no scientific checking method.
Disclosure of Invention
According to the defects in the prior art, the technical problems to be solved by the invention are as follows: a design and construction method of a full-automatic light-operated opening and closing stone curtain wall system is provided to solve the problems.
The invention relates to a design and construction method of a full-automatic light-operated opening and closing stone curtain wall system, which is characterized by comprising the following steps of:
1. drawing a plane surface and a node graph: drawing a construction drawing of the stone curtain wall by combining a construction drawing and a site, wherein the construction drawing comprises a plan view, an elevation view, a large sample view and a node view; determining the wall distance, the specification and the model of the keel and the space of the stone curtain wall;
2. and (3) load checking calculation:
full-automatic light-operated on-off stone curtain wall system keel bearing capacity checking calculation
Calculating according to a calculation model of the simply supported beam under the combined action of uniformly distributed constant load and midspan concentrated live load
1) Standard value of load on the beam: qk = g + q
2) Design value of load on the beam: qd = gammag + gamcq Q
3) Standard value of unit length load: qkl = qk B
4) Design value of unit length load: qdl = qd × B
5) Midspan bending moment: mmax =1/8 (qdl + 0.01G) L ^2
6) Shearing force of the support: vmax =1/2 (qdl +0.01 × g) × L
7) Bending normal stress: σ = Mmax/(γ x Wx) < [ σ ]
8) Maximum shear stress of the support: τ = Vmax Sx/(I tw) < [ τ ]
9) Mid-span deflection relative value: v/L < [1/250]
10 V =5/384 (qkl L4)/(206L 10 x 3 ix) wherein:
qk-standard value of load on beam, unit: kN/m2
qd-design value of load on beam, unit: kN/m2
qkl-standard value of load of unit length, unit: kN/m
qdl-design value for cell length loading, unit: kN/mMmax-bending moment across, unit: kN.m
Vmax-support shear, unit: kN
σ -bending normal stress, unit: n/mm2
τ -pedestal maximum shear stress, unit: n/mm2
v-midspan deflection, unit: mm is
Constant load standard value g: unit: kN/m2
Live load standard value q: unit: kN/m2
Constant load component coefficient γ G:1.2
Live load fractional coefficient γ Q:1.4
Deflection control: 1/250
x-axis plastic development coefficient γ x:1.05
(II) checking calculation of bearing capacity of embedded part system of building
1) Design value of tensile force of the anchor bolt with maximum stress:
1: when N/N-My 1 /Σy i 2 When the ratio is more than or equal to 0:
N sd h ＝N/n+My 1 /Σy i 2
2: when N/N-My 1 /Σy i 2 <At time 0:
N sd h ＝(NL+M)y 1 / /Σy i /2
in the formula:
m: bending moment design value, unit: kn.m;
N sd h : the design value of the maximum tensile force anchor bolt in the group anchor is as follows: n;
y 1 ，y i : the vertical distance of anchor bolts 1 and i to the group anchor mandrel, in units: mm;
y 1 / ，y i / : the vertical distance from anchor bolts 1 and i to the outermost anchor bolt on the pressed side, unit: mm;
l: the vertical distance from the action point of the axial force N to the outermost row of anchor bolts on the pressed side is as follows: mm;
2) Calculating the tensile bearing force when the anchor bolt steel is damaged: n is a radical of Rd,s ＝kN Rk,s /γ RS,N
In the formula:
N Rd,s : design value of tensile bearing capacity when anchor bolt steel is damaged, unit: n;
N Rk,s : standard value of tensile load when anchor bolt steel is destroyed, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ RS,N : the anchor bolt steel tensile failure bearing capacity subentry coefficient is obtained according to the specification table 4.3.10: gamma ray RS,N =1.2; 3) Calculating the tensile failure bearing capacity of the concrete cone:
N Rd,c ＝kN Rk,c /γ Rc,N
N Rk,c ＝N Rk,c 0 ×A c,N /A c,N 0 ×ψ s,N ψ re,N ψ ec,N
for cracked concrete:
N Rk,c 0 ＝7.0×f cu,k 0.5 ×h ef 1.5
for non-cracking concrete:
N Rk,c 0 ＝9.8×f cu,k 0.5 ×h ef 1.5
in the formula:
N Rd,c : design value of tensile bearing capacity when the concrete cone is damaged, unit: n;
N Rk,c : standard value of the tensile bearing capacity when the concrete cone is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,N : the coefficient of tensile load at the time of cone failure of concrete is shown in Table 4.3.10[ JGJ145-2013]]Adopting, taking 1.8;
N Rk,c 0 : the cracked concrete single anchor bolt is pulled, and the standard value of the tensile bearing capacity when an ideal concrete cone is damaged is as follows, unit: n;
f cu,k : the concrete cube compressive strength standard value is multiplied by a reduction coefficient of 0.95 when the concrete cube compressive strength standard value is between 45 and 60 MPa;
h ef : effective anchoring depth of anchor boltBit: mm;
4) Calculating the concrete splitting damage bearing capacity:
N Rd,sp ＝kN Rk,sp /γ Rsp
N Rk,sp ＝ψ h,sp N Rk,c
ψ h,sp ＝(h/h min ) 2/3
in the formula:
N Rd,sp : design value of tensile bearing capacity of concrete fracture, unit: n;
N Rk,sp : standard value of concrete fracture tensile bearing capacity, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
N Rk,c : standard value of the tensile bearing capacity when the concrete cone is damaged, unit: n;
γ Rsp : the concrete split fracture tensile force coefficient is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.8;
ψ h,sp : the influence coefficient of the thickness h of the member on the splitting bearing capacity is not greater than (2 h) ef /h min ) 2/3 ；
h: substrate thickness, unit: mm;
h min : in the process of installing the anchor bolt, the minimum thickness of the anchor bolt which does not generate base material splitting damage is taken as 2h ef And not less than 100mm;
5) Calculating the shear failure bearing capacity of the anchor bolt steel:
V Rd,s ＝kV Rk,s /γ Rs,V
in the formula:
V Rd,s : the design value of the shearing bearing capacity when the steel is damaged;
V Rk,s : the standard value of the shear bearing capacity when the steel is damaged is not more than 8 percent of the elongation of the anchor bolt steel after fracture for the group anchor
When it is time, it should be multiplied by a reduction factor of 0.8;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rs,V : shear bearing capacity coefficient in case of steel breakage, as shown in Table 4.3.10[ JGJ145-2013]]Taking gamma Rs,V ＝1.2；
6) Calculating the shearing damage bearing capacity of the concrete wedge body:
V Rd,c ＝kV Rk,c /γ Rc,V
V Rk,c ＝V Rk,c 0 ×A c,V /A c,V 0 ×ψ s,V ψ h,V ψ α,V ψ re,V ψ ec,V
in the formula:
V Rd,c : the design value of the shearing bearing capacity when the concrete at the edge of the member is damaged is as follows, unit: n;
V Rk,c : the standard value of the shearing bearing capacity when the concrete at the edge of the member is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,V : the shear bearing capacity coefficient at the time of concrete failure of the edge of the member is set to the value shown in Table 4.3.10[ JGJ145-2013]]Adopting, taking 1.5;
V Rk,c 0 : the standard value of the shear bearing capacity of the concrete when an ideal wedge is damaged is set according to 6.2.19[ JGJ145-2013]]Adopting;
A c,V 0 : the single anchor is sheared, and the lateral projection area of the concrete ideal wedge body is according to the length of 6.1.17[ JGJ145-2013]]Adopting;
A c,V : when the group anchor is sheared and the ideal concrete wedge is damaged, the lateral projection area is as follows 6.1.18[ JGJ145-2013]]Adopting;
ψ s,V : edge distance ratio c 2 /c 1 The influence coefficient on the shear capacity is 6.1.19[ JGJ145-2013]]Adopting;
ψ h,V : edge thickness ratio c 1 The coefficient of influence of/h on the shear capacity is set to 6.1.20[ JGJ145-2013]]Adopting;
ψ α,V : the shearing angle being responsive to the shear-bearing capacityAn influence coefficient of (2), according to 6.1.21[ JGJ145-2013]]Adopting;
ψ ec,V : the coefficient of influence of an eccentric load on the reduction of the shearing capacity of the group anchor is set to 6.1.22[ JGJ145-2013]]Adopting;
ψ re,V : the coefficient of influence of the reinforcing bars in the anchoring zone on the shear capacity is 6.1.23[ JGJ145-2013]]Adopting;
7) Calculating the breaking bearing capacity of the concrete shear:
V Rd,cp ＝KV Rk,cp /γ Rcp
V Rk,cp ＝k×N Rk,c
in the formula:
k: the bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
V Rd,cp : the design value of the shearing bearing capacity when the concrete is sheared and damaged is as follows, unit: n;
V Rk,cp : shearing bearing capacity standard value when concrete is sheared and damaged, unit: n;
N Rk,c : standard value of concrete cone damage tensile bearing capacity, unit: n;
γ Rcp : the shear bearing capacity coefficient in the concrete shear failure is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
k: anchoring depth h ef To V Rk,cp When h is ef <Taking 1.0 when the thickness is 60mm, otherwise taking 2.0;
8) Calculating the tension-shear composite stress bearing capacity:
(N Sd /N Rd,s ) 2 +(V Sd /V Rd,s ) 2 ≤1
(N Sd /N Rd,c ) 1.5 +(V Sd /V Rd,c ) 1.5 ≤1
in the formula:
N Sd : design values of anchor bolt tension in units: n;
N Rd,s : designed tensile bearing capacity of anchor bolt steel in unit: n;
V Sd : anchor bolt shearForce design values, units: n;
V Rd,s : design value of shear bearing capacity of anchor bolt steel damage, unit: n;
N Sd : designed anchor bolt tension value in unit: n;
N Rd,c : design value of the tensile bearing capacity of concrete damage, unit: n;
V Sd : shear design value of anchor bolt, unit: n;
V Rd,c : the concrete damage shearing bearing capacity design value is as follows: n;
(III) checking calculation of bearing capacity of adapter system (bracket)
1) Calculating the strength of the main beam: sigma 1A ＝N A /A 1 +M A /γW 1 ≤f
In the formula:
σ 1A : calculated value of intensity of point a, unit: (MPa);
N A : design axial force at point a, in units: (MPa);
A 1 : section area of section steel, unit: (mm) 2 )；
M A : bending moment design value of main beam point A, unit: (N · mm);
W 1 : bending resistance of the section steel, unit: (mm) 3 )；
γ: the plastic development coefficient is 1.05;
f: taking 215MPa as the design value of the tensile strength of the steel;
2) And (3) calculating the compression resistance and the stability of the oblique beam: sigma 2 ＝N 2 /φA 2 ≤f
In the formula:
σ 2 : calculated value of the strength of the material, unit: (MPa);
N 2 : axial force of the oblique beam, unit: (N);
phi: the stability coefficient of the axial compression column is looked up in a table 6.3.8 (JGJ102-2003);
A 2 : cross-sectional area of the diagonal member section steel, unit: (mm) 2 )；
3) And (3) calculating the deflection of the cantilever end of the girder:
d f1 ＝V k L 3 /3EI 1
d f2 ＝V C a 2 L/6EI×(3-a/L)
d f ＝d f1 -d f2
in the formula:
d f1 : calculating the deflection value of the shear force V generated at the cantilever end of the main beam;
d f2 : calculating the deflection value of the cantilever end of the main beam under the action of the inclined beam;
d f : total deflection of the cantilever end;
3. and (3) measurement and paying-off: measuring, measuring and compiling coordinate positioning according to the construction blueprint; positioning according to the area, plane axis, decoration base and size of the plane drawing; according to the design of a vertical drawing, a leveling instrument is matched with a horizontal pipe to perform individual part making and elevation positioning; distributing, positioning and paying off the construction vertical face according to the actual occurrence size by using the cells and the shapes of the vertical face drawing, and determining the punching position;
4. punching and cleaning a concrete girder: determining a punching position on the concrete beam, punching by using a phi 14 drill bit, and timely cleaning holes;
5. installing a chemical bolt: each galvanized steel plate is fixed by adopting 4 sets of M12 x 160mm chemical bolts;
6. installation of galvanized steel sheets: the galvanized steel plate with the thickness of 200 × 250 × 8mm is provided with 4 holes and is fastened by a square metal gasket, a metal spring gasket and a hexagon nut in sequence;
7. welding a steel plate adaptor: the steel plate adaptor is a 20mm thick steel plate, the two sides of the front section are respectively provided with an outer triangular metal buckle, a transverse steel plate slot penetrates through the periphery of the vertical steel plate for welding, the steel plate adaptor and the galvanized steel plate are welded, the height of a welding seam is 6mm, welding slag is timely cleaned, and anti-rust paint is brushed for 2 times;
8. welding steel ribs: two ends of a steel rib with the thickness of 8mm are respectively welded to the galvanized steel plate and the steel plate adaptor, 2 steel ribs are respectively used on the left side and the right side of the steel rib, the height of a welding line is 4mm, welding slag is timely cleaned, and 2 times of antirust paint is brushed;
9. the installation of the vertical keel of the metal inner clamping groove: the metal inner clamping groove vertical keel is pressed to the steel plate adaptor, so that the outer triangular metal buckle is tightly superposed with the inner clamping groove;
10. positioning and punching: determining a punching position according to the space and the inclination angle between the stones, and punching the side surface of the vertical keel of the metal inner clamping groove to ensure that the holes are penetrated;
11. installing a rotating device: installing the rotating motor indoors, connecting a power supply out through a light-operated controller, and sensing; when the stone is dark, the light-operated controller is triggered to enable the rotating motor to operate to drive the first chain gear, the first chain transmission drives the double-row chain gears to operate, the second chain and the second chain gear rotate in sequence to drive the turnover rod to rotate, so that the stone is closed, and when the rubber gaskets collide, the limit switch is triggered to enable the rotating motor to stop operating; when the automobile is bright, the device is triggered reversely, and the limit switch collides with the positioning bracket to stop the rotating motor;
12. installing a U-shaped stone modeling column: uniformly coating special structural adhesive for epoxy resin stone on the outer side surface of the vertical keel of the metal inner clamping groove and the inner side surface of the U-shaped stone modeling column, and pasting; simultaneously, holes are punched on the side surface of the U-shaped stone modeling column, and the hole diameter and the position are completely superposed with the holes on the vertical keels of the metal inner clamping grooves;
13. inserting a column according to square steel: enabling the square steel inserting column to penetrate through the metal inner clamping groove vertical keel and the U-shaped stone molding column, enabling the distances between two ends to be uniform and consistent, and enabling the leakage length of the two ends to be 50mm;
14. installing the stone curtain wall: making holes in the side surfaces of two ends of the stone, wherein each side surface is 2 and the depth is 55mm, injecting structural adhesive special for epoxy resin stone into the holes, and then placing the rectangular metal sleeve into the holes;
then placing square-edge metal plugs into the holes to enable the surfaces of the natural stone plates to be flat, the inclination angles of the multiple layers of stone plates to be consistent, and gaps to be uniform; the installation sequence is from bottom to top and is carried out layer by layer; meanwhile, the stone can be adjusted according to different angles; the rotating device enables the stone to be opened and closed effectively, rubber gaskets on adjacent stone plates are contacted when the stone is closed, so that hard collision of the stone can be prevented effectively, and meanwhile, the sealing effect is achieved;
15. and (3) applying a silicone weather-resistant sealant: before gluing, firstly, adhering protective adhesive tapes on the U-shaped stone molding columns and the stones on the two sides of the glue joint, and uniformly driving the silicone weather-resistant sealant into the glue joint by using a gluing gun in the same direction, wherein the width of the silicone weather-resistant sealant is 4mm; the protective paper is immediately scraped by a rubber cylinder or a lime knife to remove the protective paper, so that pollution caused by too long time is avoided;
16. cleaning and handing over: after the construction is finished, the whole U-shaped stone modeling column and the surface of the stone are cleaned by clean water or a cleaning agent, and waxing or brushing a protective agent is carried out.
Compared with the prior art, the invention has the beneficial effects that:
1. on the premise of meeting the load, the whole building curtain wall is a unified whole, and the window part is effectively opened and closed. The stone can be opened and closed alternatively day and night, and an air cavity formed between the stone and the window is closed at night, so that the effects of heat preservation, heat insulation and sound insulation can be achieved; the daylighting and ventilation of the window are not affected after the window is opened in the daytime; the air conditioner can be closed in bad weather to prevent damage caused by falling objects.
2. The corrosion phenomenon caused by the leakage of the keel framework is solved, and the potential safety hazard is eliminated.
3. The unnecessary cost of later cleaning and the like caused by corrosion of the rust on the surface of the stone is avoided.
4. The stone can be adjusted according to the required angle, and the constraint of the angle is broken.
5. The effect is beautiful, and the purpose of decoration is achieved.
Drawings
FIG. 1 is a side elevational view of the present invention;
FIG. 2 is a front elevation view of the present invention;
FIG. 3 isbase:Sub>A plan view of the A-A beam of FIG. 1;
FIG. 4 is a plan view of the window B-B of FIG. 1;
FIG. 5 is a schematic structural view of a chemical bolt;
FIG. 6 is a schematic structural view of a steel plate adaptor;
FIG. 7 is a schematic structural view of a metal internal channel runner;
FIG. 8 is a schematic structural view of a U-shaped stone molding column;
FIG. 9 is a side view of a stone;
FIG. 10 is a schematic front view of a stone material;
fig. 11 is a schematic view of the connection between the stone and the second chain gear.
In the figure: 1-1. Concrete windowsill; 1-2, a heat preservation system; 1-3. Metal window; 1-4. Concrete beam; 2. a chemical bolt; 2-1, a medicament; 2-2. Metal bolt bar; 2-3, square metal gasket; 2-4, hexagonal nut; 2-5, a metal spring gasket; 3. a galvanized steel sheet; 4. a steel plate adaptor; 4-1, vertical steel plates; 4-2. An outer triangular metal buckle; 4-3, transverse steel plates; 5. a steel rib; 6. a metal inner clamping groove vertical keel; 6-1, metal vertical keels; 6-2. Inner clamping groove; 7, a U-shaped stone modeling column; 7-1, modeling the column stone; 7-2. Aluminum corner connectors; 7-3, epoxy resin stone special structural adhesive; 8. stone materials; 8-1, natural stone board; 8-2. Holes; 8-3 rubber gaskets; 9-1. Rotating electrical machines; 9-2, a chain gear I; 9-3, a first chain; 9-4, double-row chain gears; 9-5, a second chain; 9-6, a chain gear II; 9-7, turning over the rod; 10. special structural adhesive for epoxy resin stone; 11. a rectangular metal sleeve; 12. a square edge metal bolt; 13. a rotating bearing; 14. penetrating through the metal inserted link; 15. a limit switch; 16. a light-operated controller; 17. positioning the bracket; 18. a silicone weather-resistant sealant.
Detailed Description
The invention is further illustrated by the following specific examples. However, in the description of the present invention, it should be noted that the terms "front end", "rear end", "left and right", "upper", "lower", "horizontal", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "disposed," "mounted," "connected," and "communicating" are to be construed broadly, e.g., as meaning fixedly connected, detachably connected, or integrally connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood according to specific situations by those of ordinary skill in the art.
As shown in fig. 11, the design and construction method of the fully automatic light-operated opening and closing stone curtain wall system according to the embodiment,
the invention relates to a design and construction method of a full-automatic light-operated opening and closing stone curtain wall system, which is characterized by comprising the following steps of:
1. drawing a plane surface and a node graph: drawing a construction drawing of the stone curtain wall by combining a construction drawing and a site, wherein the construction drawing comprises a plan view, an elevation view, a large sample view and a node view; determining the wall distance, the specification and the model of the keel and the space of the stone curtain wall;
2. checking and calculating the load:
full-automatic light-operated on-off stone curtain wall system keel bearing capacity checking calculation
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) Standard value of load on the beam: qk = g + q
2) Design value of load on the beam: qd = gammag + gammq Q
3) Standard value of unit length load: qkl = qk B
4) Design value of unit length load: qdl = qd × B
5) Midspan bending moment: mmax =1/8 (qdl + 0.01G) L ^2
6) Shearing force of the support: vmax =1/2 (qdl +0.01 × g) × L
7) Bending normal stress: σ = Mmax/(γ x Wx) < [ σ ]
8) Maximum shear stress of the support: τ = Vmax Sx/(I tw) < [ τ ]
9) Mid-span deflection relative value: v/L < -1/250 ]
10 V =5/384 (qkl L4)/(206 10 Ix 3)
In the formula:
qk-standard value of load on beam, unit: kN/m2
qd-design value of load on beam, unit: kN/m2
qkl-standard value of unit length load, unit: kN/m
qdl-design value for cell length loading, unit: kN/m
Mmax-bending moment across, unit: kN.m
Vmax-support shear, unit: kN
σ -bending normal stress, unit: n/mm2
τ -pedestal maximum shear stress, unit: n/mm2
v-midspan deflection, unit: mm (mm)
Constant load standard value g: unit: kN/m2
Live load standard value q: unit: kN/m2
Constant load component coefficient γ G:1.2
Live load fractional coefficient γ Q:1.4
Deflection control: 1/250
x-axis plastic development coefficient γ x:1.05
(II) checking calculation of bearing capacity of embedded part system of building
1) Design value of tensile force of the anchor bolt with maximum stress:
1: when N/N-My 1 /Σy i 2 When the ratio is more than or equal to 0:
N sd h ＝N/n+My 1 /Σy i 2
2: when N/N-My 1 /Σy i 2 <At time 0:
N sd h ＝(NL+M)y 1 / /Σy i /2
in the formula:
m: bending moment design value, unit: kn.m;
N sd h : the design value of the tensile force of the anchor bolt with the maximum tensile force in the group anchor is as follows, unit: n;
y 1 ，y i : the vertical distance of anchor bolts 1 and i to the group anchor mandrel, in units: mm;
y 1 / ，y i / : the vertical distance between anchor bolts 1 and i and the outermost anchor bolt on the side to be pressedBit: mm;
l: the vertical distance from the action point of the axial force N to the outermost row of anchor bolts on the pressed side is as follows: mm;
2) Calculating the tensile bearing force when the anchor bolt steel is damaged: n is a radical of hydrogen Rd,s ＝kN Rk,s /γ RS,N
In the formula:
N Rd,s : design value of tensile bearing capacity when anchor bolt steel is damaged, unit: n;
N Rk,s : standard value of tensile load capacity when anchor bolt steel is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ RS,N : the anchor bolt steel tensile failure bearing capacity fractional coefficient is calculated according to the specification table 4.3.10 as follows: gamma ray RS,N =1.2; 3) Calculating the tensile failure bearing capacity of the concrete cone:
N Rd,c ＝kN Rk,c /γ Rc,N
N Rk,c ＝N Rk,c 0 ×A c,N /A c,N 0 ×ψ s,N ψ re,N ψ ec,N
for cracked concrete:
N Rk,c 0 ＝7.0×f cu,k 0.5 ×h ef 1.5
for non-cracking concrete:
N Rk,c 0 ＝9.8×f cu,k 0.5 ×h ef 1.5
in the formula:
N Rd,c : design value of tensile bearing capacity when the concrete cone is damaged, unit: n;
N Rk,c : standard value of the tensile bearing capacity when the concrete cone is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,N : tensile bearing force itemizing system when concrete cone is damagedNumber, according to Table 4.3.10[ JGJ145-2013]]Adopting, taking 1.8;
N Rk,c 0 : the cracked concrete single anchor bolt is pulled, and the standard value of the tensile bearing capacity when an ideal concrete cone is damaged is as follows, unit: n;
f cu,k : the concrete cube compressive strength standard value is multiplied by a reduction coefficient of 0.95 when the concrete cube compressive strength standard value is between 45 and 60 MPa;
h ef : effective anchoring depth of anchor bolt, unit: mm;
4) Calculating the concrete splitting damage bearing capacity:
N Rd,sp ＝kN Rk,sp /γ Rsp
N Rk,sp ＝ψ h,sp N Rk,c
ψ h,sp ＝(h/h min ) 2/3
in the formula:
N Rd,sp : the concrete splitting failure tensile bearing capacity design value is as follows: n;
N Rk,sp : standard value of concrete fracture tensile bearing capacity, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
N Rk,c : standard value of the tensile bearing force when the concrete cone is damaged, unit: n;
γ Rsp : the concrete split fracture tensile force coefficient is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.8;
ψ h,sp : the influence coefficient of the thickness h of the member on the splitting bearing capacity should not be greater than (2 h) ef /h min ) 2/3 ；
h: substrate thickness, unit: mm;
h min : in the process of installing the anchor bolt, the minimum thickness of the base material without splitting damage is taken as 2h ef And not less than 100mm; 5) Calculating the shear failure bearing capacity of anchor bolt steel:
V Rd,s ＝kV Rk,s /γ Rs,V
in the formula:
V Rd,s : the design value of the shearing bearing capacity when the steel is damaged;
V Rk,s : the standard value of the shearing bearing capacity when the steel is damaged is multiplied by a reduction coefficient of 0.8 when the elongation of the anchor bolt steel after fracture is not more than 8 percent for the group anchors;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rs,V : the shear bearing capacity coefficient in the case of steel breakage is as shown in Table 4.3.10[ JGJ145-2013]]Taking gamma Rs,V ＝1.2；
6) Calculating the shearing damage bearing capacity of the concrete wedge body:
V Rd,c ＝kV Rk,c /γ Rc,V
V Rk,c ＝V Rk,c 0 ×A c,V /A c,V 0 ×ψ s,V ψ h,V ψ α,V ψ re,V ψ ec,V
in the formula:
V Rd,c : the design value of the shearing bearing capacity when the concrete at the edge of the member is damaged is as follows, unit: n;
V Rk,c : the standard value of the shearing bearing capacity when the concrete at the edge of the member is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,V : the shear bearing capacity coefficient in the case of concrete failure at the edge of the member is shown in Table 4.3.10[ JGJ145-2013]]Adopting, taking 1.5;
V Rk,c 0 : the standard value of the shear bearing capacity of the concrete when the ideal wedge is damaged is 6.2.19[ JGJ145-2013]]Adopting;
A c,V 0 : the projected area of the concrete in the lateral direction when the ideal wedge body of the concrete is damaged is according to the length of 6.1.17[ JGJ145-2013]]Adopting;
A c,V : when the group anchor is sheared and the ideal wedge body of concrete is damaged, the lateral projection area is as per 6.1.18[ JGJ145-2013]]Adopting;
ψ s,V : edge distance ratio c 2 /c 1 The influence coefficient on the shear capacity is 6.1.19[ JGJ145-2013]]Adopting;
ψ h,V : edge thickness ratio c 1 The coefficient of influence of/h on the shear capacity is set to 6.1.20[ JGJ145-2013]]Adopting;
ψ α,V : the influence coefficient of the shearing angle on the shearing bearing capacity is as follows according to 6.1.21[ JGJ145-2013]]Adopting;
ψ ec,V : the coefficient of influence of an eccentric load on the reduction of the shearing capacity of the group anchor is set to 6.1.22[ JGJ145-2013]]Adopting;
ψ re,V : the coefficient of influence of the reinforcing bars in the anchoring zone on the shear capacity is 6.1.23[ JGJ145-2013]]Adopting;
7) Calculating the bearing capacity of the concrete shear damage:
V Rd,cp ＝KV Rk,cp /γ Rcp
V Rk,cp ＝k×N Rk,c
in the formula:
k: the bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
V Rd,cp : the design value of the shearing bearing capacity when the concrete is sheared and damaged is as follows: n;
V Rk,cp : the standard value of the shearing bearing capacity when the concrete is sheared and damaged is as follows, the unit: n;
N Rk,c : standard value of concrete cone damage tensile bearing capacity, unit: n;
γ Rcp : the shear bearing capacity coefficient in the concrete shear failure is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
k: anchoring depth h ef To V Rk,cp When h is ef <Taking 1.0 when the thickness is 60mm, otherwise taking 2.0;
8) Calculating the tension-shear composite stress bearing capacity:
(N Sd /N Rd,s ) 2 +(V Sd /V Rd,s ) 2 ≤1
(N Sd /N Rd,c ) 1.5 +(V Sd /V Rd,c ) 1.5 ≤1
in the formula:
N Sd : designed anchor bolt tension value in unit: n;
N Rd,s : designed tensile bearing capacity of anchor bolt steel in unit: n;
V Sd : shear design value of anchor bolt, unit: n;
V Rd,s : design value of shear bearing capacity of anchor bolt steel damage, unit: n;
N Sd : designed anchor bolt tension value in unit: n;
N Rd,c : design value of the tensile bearing capacity of concrete damage, unit: n;
V Sd : shear design value of anchor bolt, unit: n;
V Rd,c : the concrete damage shearing bearing capacity design value is as follows: n;
checking calculation of bearing capacity of adapter system (bracket)
1) Calculating the strength of the main beam: sigma 1A ＝N A /A 1 +M A /γW 1 ≤f
In the formula:
σ 1A : calculated value of intensity of point a, unit: (MPa);
N A : design axial force at point a, in units: (MPa);
A 1 : section area of the section steel, unit: (mm) 2 )；
M A : bending moment design value of main beam point A, unit: (N · mm);
W 1 : bending resistance of the section steel, unit: (mm) 3 )；
γ: the plastic development coefficient is 1.05;
f: taking 215MPa as the design value of the tensile strength of the steel;
2) And (3) calculating the compression resistance and the stability of the oblique beam: sigma 2 ＝N 2 /φA 2 ≤f
In the formula:
σ 2 : calculated value of the strength of the material, unit: (MPa);
N 2 : axial force of the oblique beam, unit: (N);
phi: the stability coefficient of the axial compression column is looked up in a table and is 6.3.8, JGJ102-2003;
A 2 : cross-sectional area of the diagonal member section steel, unit: (mm) 2 )；
3) And (3) calculating the deflection of the cantilever end of the girder:
d f1 ＝V k L 3 /3EI 1
d f2 ＝V C a 2 L/6EI×(3-a/L)
d f ＝d f1 -d f2
in the formula:
d f1 : calculating the deflection value of the shear force V generated at the cantilever end of the main beam;
d f2 : calculating the deflection value of the cantilever end of the main beam under the action of the oblique beam;
d f : total deflection of the cantilever end;
3. and (3) measurement and paying-off: measuring, measuring and compiling coordinate positioning according to the construction blueprint; positioning according to the area, plane axis, decoration base and size of the plane drawing; according to the design of a vertical drawing, a leveling instrument is matched with a horizontal pipe to perform individual part making and elevation positioning; distributing, positioning and paying off the construction vertical face according to the actual occurrence size by using the lattices and the modeling design of the vertical face picture, and determining the punching position;
4. punching and cleaning a concrete girder: determining the positions of holes to be punched on the concrete windowsill 1-1 and the concrete beam 1-4, punching by using a phi 14 drill bit, and timely cleaning the holes;
5. installing a chemical bolt: each galvanized steel sheet 3 is fixed by 4 sets of M12X 160mm chemical bolts 2; specifically, a chemical bolt 2-1 is pushed into a hole, a metal bolt rod 2-2 is used for crushing a medicament 2-1 in the hole, and after the medicament 2-1 is completely solidified, a galvanized steel plate 3, a square metal gasket 2-3, a metal spring gasket 2-5 and a hexagon nut 2-4 are sequentially arranged for fastening;
6. installation of galvanized steel sheets: the galvanized steel plate 3 with the thickness of 200 x 250 x 8mm is provided with 4 holes, and is fastened by sequentially using square metal gaskets 2-3, metal spring gaskets 2-5 and hexagonal nuts 2-4
7. Welding a steel plate adapter: welding an outer triangular metal buckle 4-2 to the surface of a vertical steel plate 4-1, welding a transverse steel plate 4-3 after penetrating the vertical steel plate 4-1 to form a steel plate adaptor 4, wherein the steel plate adaptor 4 is a 20mm thick steel plate, the outer triangular metal buckle 4-2 is respectively arranged on two sides of the front section, a groove of the transverse steel plate 4-3 penetrates the inner periphery of the vertical steel plate 4-1 to be welded, vertically welding the steel plate adaptor 4 to the surface of a galvanized steel plate 3, enabling the height of a welding seam to be 6mm, timely cleaning welding slag and brushing anti-rust paint for 2 times;
8. welding steel ribs: two ends of a steel rib 5 with the thickness of 8mm are respectively welded to a galvanized steel sheet 3 and a steel sheet adapter 4, 2 steel ribs are respectively used on the left side and the right side of the steel rib 5, the height of a welding line is 4mm, welding slag is timely cleaned, and anti-rust paint is brushed for 2 times;
9. the installation of the vertical keel of the metal inner clamping groove: the metal inner clamping groove vertical keel 6 is pressed to the steel plate adaptor 4, so that the outer triangular metal buckle 4-2 is closely superposed with the inner clamping groove 6-2; the metal inner clamping groove vertical keel 6 and the steel plate adaptor 4 are temporarily connected through an outer triangular metal buckle 4-2 and an inner clamping groove 6-2;
10. positioning and punching: determining a punching position according to the distance and the inclination angle between the stones 8, and punching the side surface of the metal inner clamping groove vertical keel 6 to ensure that the holes are penetrated;
11. installing a rotating device: installing the rotating motor 9-1 indoors, connecting a power supply out through the light-operated controller 16, and sensing; when the stone is dark, triggering the light-operated controller 16 to enable the rotating motor 9-1 to operate to drive the chain gear I9-2, transmitting the chain gear I9-3 to drive the double-row chain gear 9-4 to operate, sequentially enabling the chain gear II 9-5 and the chain gear II 9-6 to rotate, driving the turnover rod 9-7 to rotate, enabling the stone 8 to be closed, and triggering the limit switch 15 when the rubber gaskets 8-3 collide to enable the rotating motor 9-1 to stop operating; when the automobile is bright, the device is triggered reversely, the limit switch 15 collides with the positioning bracket 17, and the rotating motor 9-1 stops running;
12. installing a U-shaped stone modeling column: the U-shaped stone modeling column 7 is formed by bonding the modeling column stone 7-1 with the aluminum corner connector 7-2 through the special structural adhesive 7-3 for epoxy resin stone. Uniformly brushing special structural adhesive 10 for epoxy resin stone on the outer side surface of the vertical keel 6 of the metal inner clamping groove and the inner side surface of the U-shaped stone molding column 7 for adhesion; simultaneously, holes are punched on the side surface of the U-shaped stone molding column 7, and the hole diameter and the position are completely superposed with the holes on the vertical keels 6 of the metal inner clamping grooves;
13. inserting the column according to the square steel: the square steel inserting column 12 penetrates through the metal inner clamping groove vertical keel 6 and the U-shaped stone modeling column 7, the distance between the two ends is uniform, and the leakage length of the two ends is 50mm;
14. installing the stone curtain wall: slotting and sticking rubber gaskets 8-3 on a natural stone plate 8-1 until a stone 8 is formed, making holes 8-2 on the side surfaces of two ends of the stone 8, wherein each side surface is 2 and the depth is 55mm, injecting structural adhesive 10 special for epoxy resin stone into the holes 8-2, and then placing a rectangular metal sleeve 11 into the holes 8-2;
then placing the square-edge metal plug 12 into the rectangular metal sleeve 11 in the hole 8-2, so that the surface of the natural stone plate 8-1 is flat, the inclination angles of the multiple layers of stone plates are consistent, and the gaps are uniform; the installation sequence is from bottom to top and is carried out layer by layer; meanwhile, the stone can be adjusted according to different angles; the rotating device enables the stone to be opened and closed effectively, rubber gaskets 8-3 on adjacent stone plates are contacted when the stone is closed, hard stone collision can be prevented effectively, and meanwhile, the sealing effect is achieved;
15. and (3) applying a silicone weather-resistant sealant: before gluing, firstly, adhering protective adhesive tapes on the U-shaped stone molding columns 7 and the stones 8 at two sides of a glue joint, and uniformly driving the silicone weather-resistant sealant 18 into the glue joint by using a gluing gun in the same direction, wherein the width of the silicone weather-resistant sealant is 4mm; the protective paper is immediately scraped by a rubber cylinder or a lime knife to remove the protective paper, so that pollution caused by too long time is avoided;
16. cleaning and handing over: after the construction is finished, the whole surfaces of the U-shaped stone molding column 7 and the stone 8 are cleaned by clean water or cleaning agent, and waxing or brushing protective agent is carried out.
Of course, the foregoing is only a preferred embodiment of the invention and should not be taken as limiting the scope of the embodiments of the invention. The present invention is not limited to the above examples, and equivalent changes and modifications made by those skilled in the art within the spirit and scope of the present invention should be construed as being included in the scope of the present invention.
Claims (4)
1. A design and construction method of a full-automatic light-operated opening and closing stone curtain wall system is characterized by comprising the following steps:
1. drawing a plane surface and a node graph: drawing a construction drawing of the stone curtain wall by combining a construction drawing and a site, wherein the construction drawing comprises a plan view, an elevation view, a large sample view and a node view; determining the wall distance, the specification and the model of the keel and the space of the stone curtain wall;
2. checking and calculating the load:
full-automatic light-operated on-off stone curtain wall system keel bearing capacity checking calculation
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) Standard value of load on the beam: qk = g + q
2) Design value of load on the beam: qd = gammag + gamcq Q
3) Standard value of unit length load: qkl = qk B
4) Design value of unit length load: qdl = qd B
5) Midspan bending moment: mmax =1/8 (qdl + 0.01G) L ^2
6) Support shearing force: vmax =1/2 (qdl +0.01 × g) × L
7) Bending normal stress: σ = Mmax/(γ x Wx) < [ σ ]
8) Maximum shear stress of the support: τ = Vmax Sx/(I tw) < [ τ ]
9) Mid-span deflection relative value: v/L < -1/250 ]
10 V =5/384 (qkl L4)/(206 10 Ix 3)
In the formula:
qk-standard value of load on beam, unit: kN/m2
qd-design value of load on beam, unit: kN/m2
qkl-standard value of load of unit length, unit: kN/m
qdl-design value for cell length loading, unit: kN/m
Mmax-midspan bending moment, unit: kN.m
Vmax-support shear, unit: kN
σ -bending normal stress, unit: n/mm2
τ -pedestal maximum shear stress, unit: n/mm2
v-midspan deflection, unit: mm (mm)
Constant load standard value g: unit: kN/m2
Live load standard value q: unit: kN/m2
Constant load component coefficient γ G:1.2
Live load fractional coefficient γ Q:1.4
Deflection control: 1/250
x-axis plastic development coefficient γ x:1.05
(II) checking calculation of bearing capacity of embedded part system of building
1) Design value of tensile force of the anchor bolt with maximum stress:
1: when N/N-My 1 /Σy i 2 When the ratio is more than or equal to 0:
N sd h ＝N/n+My 1 /Σy i 2
2: when N/N-My 1 /Σy i 2 <At time 0:
N sd h ＝(NL+M)y 1 / /Σy i /2
in the formula:
m: bending moment design value, unit: kn.m;
N sd h : the design value of the maximum tensile force anchor bolt in the group anchor is as follows: n;
y 1 ，y i : the vertical distance of anchor bolts 1 and i to the group anchor mandrel, in units: mm;
y 1 / ，y i / : the vertical distance from anchor bolts 1 and i to the outermost anchor bolt on the pressed side, unit: mm;
l: the vertical distance from the action point of the axial force N to the outermost row of anchor bolts on the pressed side is as follows: mm;
2) Calculating the tensile bearing force when the anchor bolt steel is damaged: n is a radical of Rd,s ＝kN Rk,s /γ RS,N
In the formula:
N Rd,s : anchor bolt steelDesign value of tensile bearing capacity at failure, unit: n;
N Rk,s : standard value of tensile load capacity when anchor bolt steel is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ RS,N : the anchor bolt steel tensile failure bearing capacity subentry coefficient is obtained according to the specification table 4.3.10: gamma ray RS,N ＝1.2；
3) Calculating the tensile failure bearing capacity of the concrete cone:
N Rd,c ＝kN Rk,c /γ Rc,N
N Rk,c ＝N Rk,c 0 ×A c,N /A c,N 0 ×ψ s,N ψ re,N ψ ec,N
for cracked concrete:
N Rk,c 0 ＝7.0×f cu,k 0.5 ×h ef 1.5
for non-cracking concrete:
N Rk,c 0 ＝9.8×f cu,k 0.5 ×h ef 1.5
in the formula:
N Rd,c : design value of tensile bearing capacity when the concrete cone is damaged, unit: n;
N Rk,c : standard value of the tensile bearing capacity when the concrete cone is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,N : the coefficient of tensile load at the time of cone failure of concrete is shown in Table 4.3.10[ JGJ145-2013]]Adopting, taking 1.8;
N Rk,c 0 : the cracked concrete single anchor bolt is pulled, and the standard value of the tensile bearing capacity when an ideal concrete cone is damaged is as follows, unit: n;
f cu,k : the concrete cube compressive strength standard value is multiplied by a reduction coefficient of 0.95 when the concrete cube compressive strength standard value is between 45 and 60 MPa;
h ef : effective anchoring depth of anchor bolt, unit: mm;
4) Calculating the concrete splitting damage bearing capacity:
N Rd,sp ＝kN Rk,sp /γ Rsp
N Rk,sp ＝ψ h,sp N Rk,c
ψ h,sp ＝(h/h min ) 2/3
in the formula:
N Rd,sp : the concrete splitting failure tensile bearing capacity design value is as follows: n;
N Rk,sp : standard value of concrete fracture tensile bearing capacity, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
N Rk,c : standard value of the tensile bearing force when the concrete cone is damaged, unit: n;
γ Rsp : the concrete split fracture tensile force coefficient is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.8;
ψ h,sp : the influence coefficient of the thickness h of the member on the splitting bearing capacity should not be greater than (2 h) ef /h min ) 2/3 ；
h: substrate thickness, unit: mm;
h min : in the process of installing the anchor bolt, the minimum thickness of the base material without splitting damage is taken as 2h ef And not less than 100mm;
5) Calculating the shear failure bearing capacity of the anchor bolt steel:
V Rd,s ＝kV Rk,s /γ Rs,V
in the formula:
V Rd,s : the design value of the shearing bearing capacity when the steel is damaged;
V Rk,s : the standard value of the shearing bearing capacity when the steel is damaged is multiplied by a reduction coefficient of 0.8 when the elongation of the anchor bolt steel after fracture is not more than 8 percent for the group anchors;
k: the coefficient of reduction of the anchoring bearing capacity under the action of an earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rs,V : the shear bearing capacity coefficient in the case of steel breakage is as shown in Table 4.3.10[ JGJ145-2013]]Taking gamma Rs,V ＝1.2；
6) Calculating the shearing damage bearing capacity of the concrete wedge body:
V Rd,c ＝kV Rk,c /γ Rc,V
V Rk,c ＝V Rk,c 0 ×A c,V /A c,V 0 ×ψ s,V ψ h,V ψ α,V ψ re,V ψ ec,V
in the formula:
V Rd,c : the design value of the shearing bearing capacity when the concrete at the edge of the member is damaged is as follows, unit: n;
V Rk,c : the standard value of the shearing bearing capacity when the concrete at the edge of the member is damaged, unit: n;
k: the coefficient of reduction of the anchoring bearing capacity under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,V : the shear bearing capacity coefficient in the case of concrete failure at the edge of the member is shown in Table 4.3.10[ JGJ145-2013]]Adopting, taking 1.5;
V Rk,c 0 : the standard value of the shear bearing capacity of the concrete when an ideal wedge is damaged is set according to 6.2.19[ JGJ145-2013]]Adopting;
A c,V 0 : the single anchor is sheared, and the lateral projection area of the concrete ideal wedge body is according to the length of 6.1.17[ JGJ145-2013]]Adopting;
A c,V : when the group anchor is sheared and the ideal concrete wedge is damaged, the lateral projection area is as follows 6.1.18[ JGJ145-2013]]Adopting;
ψ s,V : edge distance ratio c 2 /c 1 The influence coefficient on the shear bearing capacity is set to 6.1.19[ JGJ145-2013]]Adopting;
ψ h,V : edge thickness ratio c 1 The coefficient of influence of/h on the shear capacity is set to 6.1.20[ JGJ145-2013]]Adopting;
ψ α,V : the influence coefficient of the shearing angle on the shearing bearing capacity is 6.1.21[JGJ145-2013]Adopting;
ψ ec,V : the influence coefficient of the eccentric load on the reduction of the shearing capacity of the group anchor is 6.1.22[ JGJ145-2013]]Adopting;
ψ re,V : the influence coefficient of reinforcing bars in the anchoring region on the shear bearing capacity is set according to 6.1.23[ JGJ145-2013]]Adopting;
7) Calculating the breaking bearing capacity of the concrete shear:
V Rd,cp ＝KV Rk,cp /γ Rcp
V Rk,cp ＝k×N Rk,c
in the formula:
k: the coefficient of reduction of the bearing capacity under the action of earthquake is selected according to Table 4.3.9[ JGJ145-2013 ];
V Rd,cp : the design value of the shearing bearing capacity when the concrete is sheared and damaged is as follows, unit: n;
V Rk,cp : shearing bearing capacity standard value when concrete is sheared and damaged, unit: n;
N Rk,c : standard value of the tensile bearing capacity of the concrete cone damage, unit: n;
γ Rcp : the shear bearing capacity coefficient in the case of concrete shear failure is set as in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
k: anchoring depth h ef To V Rk,cp When h is the influence coefficient of ef <Taking 1.0 when the thickness is 60mm, otherwise taking 2.0;
8) Calculating the tension-shear composite stress bearing capacity:
(N Sd /N Rd,s ) 2 +(V Sd /V Rd,s ) 2 ≤1
(N Sd /N Rd,c ) 1.5 +(V Sd /V Rd,c ) 1.5 ≤1
in the formula:
N Sd : design values of anchor bolt tension in units: n;
N Rd,s : designed tensile bearing capacity of anchor bolt steel in unit: n;
V Sd : shear design value of anchor bolt, unit: n;
V Rd,s : design value of shear bearing capacity of anchor bolt steel damage, unit: n;
N Sd : designed anchor bolt tension value in unit: n;
N Rd,c : concrete breaking tensile bearing capacity design value, unit: n;
V Sd : shear design value of anchor bolt, unit: n;
V Rd,c : the design value of the shearing bearing capacity of the concrete damage is as follows: n;
(III) checking calculation of bearing capacity of adapter system (bracket)
1) Calculating the strength of the main beam: sigma 1A ＝N A /A 1 +M A /γW 1 ≤f
In the formula:
σ 1A : calculated value of intensity of point a, unit: (MPa);
N A : design value of axial force at point a, unit: (MPa);
A 1 : section area of section steel, unit: (mm) 2 )；
M A : bending moment design value of main beam point A, unit: (N · mm);
W 1 : bending resistance of the section steel, unit: (mm) 3 )；
γ: the plastic development coefficient is 1.05;
f: taking 215MPa as the design value of the tensile strength of the steel;
2) And (3) calculating the compression resistance and the stability of the oblique beam: sigma 2 ＝N 2 /φA 2 ≤f
In the formula:
σ 2 : calculated value of the strength of the material, unit: (MPa);
N 2 : axial force of the oblique beam, unit: (N);
phi: the stability coefficient of the axial compression column is looked up in a table and is 6.3.8, JGJ102-2003;
A 2 : cross-sectional area of the diagonal member section steel, unit: (mm) 2 )；
3) And (3) calculating the deflection of the cantilever end of the girder:
d f1 ＝V k L 3 /3EI 1
d f2 ＝V C a 2 L/6EI×(3-a/L)
d f ＝d f1 -d f2
in the formula:
d f1 : calculating the deflection value of the shear force V generated at the cantilever end of the main beam;
d f2 : calculating the deflection value of the cantilever end of the main beam under the action of the inclined beam;
d f : total deflection of the cantilever end;
3. measuring and paying off: measuring, measuring and compiling coordinate positioning according to the construction blueprint; positioning according to the area, plane axis, decoration base and size of the plane drawing; according to the design of a vertical drawing, a leveling instrument is matched with a horizontal pipe to perform individual part making and elevation positioning; distributing, positioning and paying off the construction vertical face according to the actual occurrence size by using the cells and the shapes of the vertical face drawing, and determining the punching position;
4. punching and cleaning a concrete girder: determining a punching position on the concrete beam (1-4), punching by using a phi 14 drill bit, and timely cleaning holes;
5. installing a chemical bolt: each galvanized steel sheet (3) is fixed by 4 sets of M12 x 160mm chemical bolts (2);
6. installation of galvanized steel sheets: the galvanized steel plate (3) with the thickness of 200 x 250 x 8mm is provided with 4 holes, and is fastened by square metal gaskets (2-3), metal spring gaskets (2-5) and hexagonal nuts (2-4) in sequence;
7. welding a steel plate adaptor: the steel plate adaptor (4) is a steel plate with the thickness of 20mm, two sides of the front section are respectively provided with an outer triangular metal buckle (4-2), a transverse steel plate (4-3) is grooved and penetrates into the inner periphery of the vertical steel plate (4-1) to be welded, the steel plate adaptor (4) is welded with the galvanized steel plate (3), and the height of a welding seam is 6mm;
8. welding steel ribs: two ends of a steel rib (5) with the thickness of 8mm are respectively welded to a galvanized steel plate (3) and a steel plate adaptor (4), 2 steel ribs are respectively used on the left side and the right side of the steel rib (5), and the height of a welding seam is 4mm;
9. the installation of the vertical keel of the metal inner clamping groove: the metal inner clamping groove vertical keel (6) is pressed to the steel plate adaptor (4), so that the outer triangular metal buckle (4-2) is tightly superposed with the inner clamping groove (6-2);
10. positioning and punching: determining the punching position according to the distance and the inclination angle between the stones (8), and punching the side surface of the metal inner clamping groove vertical keel (6) to ensure that the holes are penetrated;
11. installing a rotating device: the rotating motor (9-1) is installed indoors, and the connected power supply is connected out through the light-operated controller (16) for induction; when the stone is dark, the light-operated controller (16) is triggered to enable the rotating motor (9-1) to operate to drive the chain gear I (9-2), the chain I (9-3) transmits to drive the double-row chain gear (9-4) to operate, the chain II (9-5) and the chain gear II (9-6) are sequentially driven to rotate to drive the turning rod (9-7) to rotate, the stone (8) is closed, and when the rubber gaskets (8-3) collide, the limit switch (15) is triggered to enable the rotating motor (9-1) to stop operating; when the automobile is bright, the device is triggered reversely, the limit switch (15) collides with the positioning bracket (17) to stop the rotating motor (9-1);
12. installing a U-shaped stone molding column: uniformly brushing special epoxy resin stone structural adhesive (10) on the outer side surface of the metal inner clamping groove vertical keel (6) and the inner side surface of the U-shaped stone molding column (7) for adhering; simultaneously, holes are punched on the side surface of the U-shaped stone molding column (7), and the hole diameter and the position are completely coincided with the holes on the vertical keels (6) of the metal inner clamping grooves;
13. inserting the column according to the square steel: enabling the square steel inserting column (12) to penetrate through the metal inner clamping groove vertical keel (6) and the U-shaped stone modeling column (7), enabling distances between two ends to be uniform, and enabling the leakage length of the two ends to be 50mm;
14. installing the stone curtain wall: manufacturing holes (8-2) in the side surfaces of two ends of a stone (8), wherein each side surface is 2 and the depth is 55mm, injecting structural adhesive (10) special for epoxy resin stone into the holes (8-2), and then placing a rectangular metal sleeve (11) into the holes (8-2);
then placing the square-edge metal bolt (12) into the hole (8-2) to ensure that the surface of the natural stone plate (8-1) is smooth, the inclination angles of the multiple layers of stone plates are consistent, and the gaps are uniform; the installation sequence is from bottom to top and is carried out layer by layer; meanwhile, the stone can be adjusted according to different angles; the rotating device enables the stone to be opened and closed effectively, rubber gaskets (8-3) on adjacent stone plates are contacted when the stone is closed, so that hard collision of the stone can be prevented effectively, and meanwhile, the sealing effect is achieved;
15. and (3) applying a silicone weather-resistant sealant: before gluing, firstly, a protective adhesive tape is stuck on the U-shaped stone molding columns (7) and the stone (8) at the two sides of the glue joint, and the silicone weather-resistant sealant (18) is uniformly punched into the glue joint by a glue gun in the same direction, wherein the width of the silicone weather-resistant sealant is 4mm; the protective paper is immediately scraped by a rubber cylinder or a lime knife to remove the protective paper, so that pollution caused by too long time is avoided;
16. cleaning and handing over: after the construction is finished, the whole U-shaped stone molding column (7) and the surface of the stone (8) are scrubbed clean by using clear water or a cleaning agent.
2. The design and construction method of the full-automatic light-operated opening and closing stone curtain wall system according to claim 1, characterized in that: and in the sixth step, after welding is finished, timely cleaning welding slag and brushing antirust paint twice.
3. The design and construction method of the full-automatic light-operated opening and closing stone curtain wall system according to claim 1, characterized in that: and seventhly, cleaning welding slag in time after welding is finished, and brushing anti-rust paint twice.
4. The design and construction method of the full-automatic light-operated opening and closing stone curtain wall system according to claim 1, characterized in that: in the sixteenth step, after the surfaces of the U-shaped stone molding column (7) and the stone (8) are cleaned, waxing or brushing a protective agent is carried out.
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| CN115262820B (en) | 2023-06-09 |
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