CN115262820B - Design and construction method of full-automatic light-operated on-off stone curtain wall system - Google Patents
Design and construction method of full-automatic light-operated on-off stone curtain wall system Download PDFInfo
- Publication number
- CN115262820B CN115262820B CN202210953204.1A CN202210953204A CN115262820B CN 115262820 B CN115262820 B CN 115262820B CN 202210953204 A CN202210953204 A CN 202210953204A CN 115262820 B CN115262820 B CN 115262820B
- Authority
- CN
- China
- Prior art keywords
- bearing capacity
- unit
- stone
- concrete
- steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- 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
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING OR CALCULATING; COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Architecture (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Structural Engineering (AREA)
- Computer Hardware Design (AREA)
- Civil Engineering (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Mechanical Engineering (AREA)
- Electromagnetism (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention relates to a design and construction method of a full-automatic light-operated on-off stone curtain wall system, which comprises the following steps: 1. drawing a horizontal elevation and node diagram; 2. checking load; 3. measuring and paying off; 4. punching and cleaning a concrete girder; 5. installing a chemical bolt; 6. installing a galvanized steel sheet; 7. welding a steel plate adapter; 8. welding the steel ribs; 9. installing a metal inner clamping groove vertical keel; 10. positioning and punching; 11. installing a rotating device; 12. installing a U-shaped stone modeling column; 13. placing square steel inserted columns; 14. mounting a stone curtain wall; 15. silicone weather-resistant sealant; 16. cleaning and checking; the whole building curtain wall is unified and integral, and the window part is effectively opened and closed. The stone can be automatically opened and closed along with the alternation of day and night, and an air cavity is formed between the stone and the window at night, so that the effects of heat preservation, heat insulation and sound insulation can be achieved; the lighting and ventilation of the window are not affected after the window is opened in daytime; bad weather can be closed to prevent and treat damage caused by high-altitude falling objects.
Description
Technical Field
The invention relates to a design and construction method of a full-automatic light-operated on-off stone curtain wall system, and belongs to the technical field of buildings.
Background
The stone curtain wall connecting structure and the construction method are applied to outdoor (indoor) decoration, the window part can only be reserved, and the whole curtain wall effect of the whole building can not be formed under the condition that the effects of illumination, ventilation, heat insulation and heat preservation are not affected.
The traditional method comprises the following steps: 1. the hidden stone curtain wall is made up through installing buried plates and adapter pieces on upper and lower beam parts, making upright posts with square steel tubes, and connecting stone with upright posts by corner fittings. Disadvantages: the stone can not be opened and closed, good heat preservation and insulation effects can not be achieved, and the risk of damage of high-altitude falling objects exists in storm weather. The stone opening belongs to hollowed-out decoration, a keel framework and corner fittings are exposed, and the framework is easy to rust and rot after long-time rainy and snowy weather, so that potential safety hazards exist; meanwhile, rust water flows on the surface of the stone to form rust which cannot be cleaned, and the decorative effect is seriously affected. 2. The method for decorating the interior decoration stone comprises the steps of installing buried plates and connectors at beam columns, using steel square tubes as stand columns, using steel square tubes or angle steel as cross beams, and forming the shutter according to the placement of the stone at the upper part and the placement at intervals. Disadvantages: after the stone is opened, the stone belongs to hollowed-out decoration, a keel framework and corner brackets are exposed, a hidden frame type stone curtain wall cannot be formed, and the decoration effect is affected; the framework is made of a large amount of steel, so that the cost is increased, and the construction cost is increased. Thus, the decorative effect becomes a difficulty.
At present, full-automatic light-operated opening and closing does not exist, and stone is in a fixed mode and cannot be automatically opened and closed according to light control. In northern areas, the summer is hot and the winter is cold, but the stone curtain wall cannot achieve good heat preservation and heat insulation effects, and has a simple decorative effect, so that a scientific checking method is not provided.
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 start-stop stone curtain wall system, which is characterized by comprising the following steps:
1. drawing a horizontal plane and a node diagram: drawing a stone curtain wall construction drawing, including a plane drawing, a vertical drawing, a large sample drawing and a node diagram, by combining the construction drawing and the site; determining the wall distance, the specification and model of the keels and the spacing of the stone curtain walls;
2. and (3) load checking:
keel bearing capacity checking calculation of full-automatic light-operated start-stop stone curtain wall system
According to the calculation model calculation of the simply supported beam under the combined action of uniformly distributed constant load and concentrated live load in the span
1) Standard value of load on beam: qk=g+q
2) Beam load design value: qd=yg+ygq
3) Standard value of unit length load: qkl =qk×b
4) Cell length load design value: qdl =qd×b
5) Mid-span bending moment: mmax=1/8 (qdl +0.01×g) ×l≡2
6) Shear force of the support: vmax=1/2 (qdl +0.01×g) L
7) Bending positive stress: sigma=mmax/(γx×wx) < [ sigma ]
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 ×lζ4)/(206×10ζ3×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 unit length load, unit: kN/m
qdl-unit length load design value, unit: kN/m
Mmax—mid-span bending moment, unit: kn.m
Vmax-support shear, unit: kN
Sigma-bending normal stress, unit: n/mm2
Maximum shear stress of tau-support, unit: n/mm2
v-mid span deflection, unit: mm (mm)
Constant load standard value g: units: kN/m2
Live load standard value q: units: kN/m2
Constant load component coefficient γg:1.2
Live load component coefficient γq:1.4
Deflection control: 1/250
x-axis plastic development coefficient γx:1.05
Bearing capacity checking calculation of building embedded part system
The building embedded part system is a system composed of a plurality of components, mainly plays a role in fixing a curtain wall on a building, and is composed of chemical bolts and galvanized steel plates.
1) Design value of tensile force of the maximum stressed chemical bolt:
1: when N/N-My 1 /Σy i 2 And (3) when the temperature is equal to or higher than 0:
N sd h ＝N/n+My 1 /Σy i 2
2: when N/N-My 1 /Σy i 2 <At 0:
N sd h ＝(NL+M)y 1 / /Σy i /2
wherein:
m: bending moment design value, unit: kn.m;
N sd h : the tensile force design value of the chemical bolt with the largest tensile force in the group anchor is as follows: n;
y 1 ，y i : vertical distance of chemical bolts 1 and i to group anchor mandrel, unit: mm;
y 1 / ，y i / : vertical distance of chemical bolts 1 and i to the outermost row of chemical bolts on the pressed side, unit: mm;
l: vertical distance from an acting point of axial force N to the outermost chemical bolt on the pressed side, wherein the unit is as follows: mm;
2) Calculation of tensile bearing capacity when the chemical bolt steel is damaged: n (N) Rd,s ＝kN Rk,s /γ RS,N
Wherein:
N Rd,s : design value of tensile bearing capacity in chemical bolt steel damage, unit: n;
N Rk,s : standard value of tensile bearing capacity in chemical bolt steel damage, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ RS,N : the tensile failure bearing capacity sub-term coefficient of the chemical bolt steel is taken according to a specification table 4.3.10: gamma ray RS,N =1.2; 3) And (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
wherein:
N Rd,c : design value of tensile bearing capacity when the concrete cone breaks, unit: n;
N Rk,c : standard value of tensile bearing capacity in concrete cone destruction, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,N : the tensile load bearing capacity factor at failure of a concrete cone is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.8;
N Rk,c 0 : the single chemical bolt of the cracked concrete is pulled, and the standard value of the tensile bearing capacity and the unit of the tensile bearing capacity are as follows when an ideal concrete cone is damaged: n;
f cu,k : the standard value of the compressive strength of the concrete cube is multiplied by a reduction coefficient of 0.95 when the standard value is between 45 and 60 MPa;
h ef : effective anchoring depth of chemical bolts, unit: mm;
4) And (3) 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
wherein:
N Rd,sp : concrete splitting damage tensile bearing capacity design value, unit: n;
N Rk,sp : concrete splitting damage tensile bearing capacity standard value, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
N Rk,c : standard value of tensile bearing capacity in concrete cone destruction, unit: n;
γ Rsp : the tensile load capacity factor of concrete splitting failure is calculated according to the table 4.3.10[ JGJ145-2013]]Taking 1.8;
ψ h,sp : the influence coefficient of the thickness h of the component 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 chemical bolts, the minimum thickness of the base material which is not broken by cleavage is taken as 2h ef And not less than 100mm;
5) Calculating the shearing damage bearing capacity of the chemical bolt steel:
V Rd,s ＝kV Rk,s /γ Rs,V
wherein:
V Rd,s : a design value of the bearing capacity of the steel material when the steel material is damaged;
V Rk,s : the standard value of the shearing bearing capacity when the steel is damaged, and the elongation of the group anchor and the chemical bolt steel after breaking is not more than
At 8%, a reduction factor of 0.8 should be multiplied;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rs,V : shear bearing capacity coefficient at failure of steel according to Table 4.3.10[ JGJ145-2013]]Taking gamma Rs,V ＝1.2；
6) And (5) calculating the shear failure bearing capacity of the concrete wedge:
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
wherein:
V Rd,c : shear bearing capacity design value when the member edge concrete is destroyed, unit: n;
V Rk,c : standard value of shear bearing capacity when the concrete at the edge of the component is destroyed, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,V : shear capacity index for edge concrete failure of a component is set forth in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
V Rk,c 0 : standard value of shear bearing capacity when ideal wedge of concrete is broken according to 6.2.19[ JGJ145-2013] ]The method comprises the following steps of (1) adopting;
A c,V 0 : single-anchor shearing (namely shearing force of each single chemical bolt, 4 chemical bolts are needed for each galvanized steel sheet), and the projected area of concrete ideal wedge body in lateral direction when being broken is 6.1.17[ JGJ145-2013]The method comprises the following steps of (1) adopting;
A c,V : group anchor shearing (all chemical bolts on galvanized steel sheet are sheared), and the projection area of concrete ideal wedge body in lateral direction is 6.1.18[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ s,V : edge to edge ratio c 2 /c 1 The coefficient of influence on the shear bearing capacity is 6.1.19[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ h,V : edge to thickness ratio c 1 The coefficient of influence of/h on the shear load capacity is 6.1.20[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ α,V : the coefficient of influence of shearing angle on the bearing capacity of shearing is 6.1.21[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ ec,V : the coefficient of influence of eccentric load on the reduction of the shearing bearing capacity of the group anchors is 6.1.22[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ re,V : the influence coefficient of the reinforcement of the anchoring area on the bearing capacity of the shear is 6.1.23[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
7) And (5) calculating the concrete shearing and prying breaking bearing capacity:
V Rd,cp ＝KV Rk,cp /γ Rcp
V Rk,cp ＝k×N Rk,c
wherein:
k: the coefficient of bearing capacity reduction under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
V Rd,cp : the design value of the bearing capacity of the concrete shear and pry during the damage is as follows: n;
V Rk,cp : standard value of shear bearing capacity when concrete shear and pry are damaged, unit: n;
N Rk,c : the concrete cone breaks the standard value of the tensile bearing capacity, unit: n;
γ Rcp : shear bearing capacity polynomial coefficients of concrete under shear and pry failure are shown in Table 4.3.10[ JGJ145-2013 ]]Taking 1.5;
k: anchoring depth h ef For V Rk,cp Coefficient of influence of (1), when h ef <Taking 1.0 when 60mm, otherwise taking 2.0;
8) And (5) calculating the tensile-shear compound 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
wherein:
N Sd : chemical bolt tension design value, unit: n;
N Rd,s : the design value of the tensile bearing capacity is destroyed by the chemical bolt steel material, and the unit is: n;
V Sd : chemical bolt shear design value, unit: n;
V Rd,s : the design value of the bearing capacity of the chemical bolt steel is destroyed, and the unit is: n;
N Sd : chemical bolt tension design value, unit: n;
N Rd,c : concrete failure tension bearing capacity design value, unit: n;
V Sd : chemical bolt shear design value, unit: n;
V Rd,c : concrete breaking shear bearing capacity design value, unit: n;
(III) checking and calculating bearing capacity of adapter system (bracket)
The adapter system (bracket) is a system composed of a plurality of components and is mainly used for connecting galvanized steel plates with the metal inner clamping groove vertical keels, and mainly comprises two parts of steel plate adapters and steel ribs.
1) And (3) calculating the strength of the main beam: sigma (sigma) 1A ＝N A /A 1 +M A /γW 1 ≤f
The girder belongs to a part of the steel plate adapter, mainly refers to a vertical steel plate and is mainly used for vertical support.
Wherein:
σ 1A : intensity calculation at point a, units: (MPa);
N A : axis force design value, unit: (MPa);
A 1 : section area of the section steel, unit: (mm) 2 )；
M A : design value of bending moment of the main beam A point, unit: (n·mm);
W 1 : bending moment resistance of the section steel, unit: (mm) 3 )；
Gamma: taking a plasticity development coefficient of 1.05;
f: the design value of tensile strength of steel is 215MPa;
2) Compression resistance and stability calculation of the oblique beam: sigma (sigma) 2 ＝N 2 /φA 2 ≤f
The oblique beam is a steel rib and is mainly used for strengthening.
Wherein:
σ 2 : calculated intensity of material, unit: (MPa);
N 2 : axial force of oblique beam, unit: (N);
phi: the stability coefficient of the axial compression column is checked in the table for 6.3.8[ JGJ102-2003] value;
A 2 : cross-sectional area of diagonal section steel, unit: (mm) 2 )；
3) Calculating deflection of a cantilever end of the main beam:
the cantilever end of the girder is the outer end (the far end part away from the galvanized steel sheet) of a transverse steel sheet and mainly overhangs the metal inner clamping groove vertical keel.
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
Wherein:
d f1 : the deflection calculated value generated by the shearing force V at the cantilever end of the main beam;
d f2 : calculating a deflection value generated on 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) measuring and paying off: metering, measuring and compiling coordinate positioning according to the construction blueprint; positioning according to the requirements of a plane drawing, the region and the plane axis as well as the decoration base and size; according to the design of the elevation, a level gauge is adopted to be matched with a horizontal pipe to make a part for carrying out elevation positioning; dividing and modeling the elevation view, distributing, positioning and paying off the construction elevation in the actual size, 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 the holes;
5. installing a chemical bolt: each galvanized steel sheet is fixed by adopting 4 sets of chemical bolts with M12 mm;
6. and (3) mounting a galvanized steel sheet: a galvanized steel sheet with the diameter of 200 mm to 250 mm to 8mm is 4 holes, and is fastened by a square metal gasket, a metal spring gasket and a hexagonal nut in sequence;
7. welding a steel plate adapter: the steel plate adapter adopts a 20mm thick steel plate, two sides of the front section are respectively provided with an outer triangular metal buckle, a transverse steel plate slot penetrates into the vertical steel plate to weld the periphery, the steel plate adapter is welded with the galvanized steel plate, the height of a welding seam is 6mm, welding slag is cleaned in time, and the steel plate adapter is brushed with antirust paint for 2 times;
8. welding steel ribs: two ends of a steel rib with the thickness of 8mm are welded to a galvanized steel plate and a steel plate adapter respectively, 2 steel ribs are respectively used on the left side and the right side of the steel rib, the height of a welding seam is 4mm, welding slag is cleaned in time, and rust-proof paint is brushed for 2 times;
9. installing a metal inner clamping groove vertical keel: pressing the metal inner clamping groove vertical keel to the steel plate adaptor to enable the outer triangular metal buckle to be closely overlapped with the inner clamping groove;
10. positioning and punching: determining punching positions according to the intervals and the inclination angles between the stones, and punching holes on the side surfaces of the vertical keels of the clamping grooves in the metal so that the holes are connected in series;
11. And (3) installing a rotating device: installing a rotating motor indoors, and connecting a power supply to the rotating motor through a light-operated controller for induction; when the stone is black, the light-operated controller is triggered to enable the rotating motor to operate, the first chain gear is driven to drive the first chain gear to operate, the second chain gear and the second chain gear are sequentially rotated to drive the turning rod to rotate, the stone is closed, and when the rubber gasket collides, the limit switch is triggered to enable the rotating motor to stop operating; when the rotary motor is on the sun, the device is triggered reversely, and the limit switch collides with the positioning bracket to stop the rotary motor;
12. installing a U-shaped stone modeling column: uniformly brushing structural adhesive special 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 molding column, and pasting; simultaneously, holes are punched on the side face of the U-shaped stone modeling column, and the aperture and the position are completely overlapped with the holes on the vertical keel of the metal inner clamping groove;
13. and (5) placing square steel inserted columns: the square steel inserted column passes through the metal inner clamping groove vertical keel and the U-shaped stone modeling column, the distances between the two ends are uniform, and the leakage length of the two ends is 50mm;
14. mounting a stone curtain wall: holes are formed in the side surfaces of two ends of the stone, each side surface is 2, the depth is 55mm, special structural adhesive for epoxy resin stone is injected into the holes, and then rectangular metal sleeves are placed into the holes;
Then placing square-edge metal pins into the holes to enable the surface of the natural stone plate to be flat, the inclination angles of the multi-layer stone plate to be consistent, and the gaps to be uniform; the installation sequence is carried out layer by layer from bottom to top; meanwhile, the stone can be adjusted according to different angles; the rotating device enables the stone to be effectively opened and closed, and when the stone is closed, rubber gaskets on adjacent stone plates are contacted, so that hard collision of the stone can be effectively prevented and treated, and meanwhile, the sealing effect is achieved;
15. silicone weather-resistant sealant: before the glue is applied, a protective tape is stuck on U-shaped stone molding columns and stones at two sides of the glue line, and a glue gun is used for uniformly injecting the silicone weather-proof sealant into the glue line in the same direction, wherein the width is 4mm; the protective paper is removed by scraping with a rubber cylinder or a dust knife immediately, so that pollution is avoided from being formed for a long time;
16. cleaning and checking: after the construction is finished, the whole U-shaped stone modeling column and the stone surface are scrubbed by clean water or a cleaning agent, and waxing or coating with a protective agent is carried out.
Compared with the prior art, the invention has the following beneficial effects:
1. on the premise of meeting the load, the whole building curtain wall is unified and the window part is effectively opened and closed. The stone can be automatically opened and closed along with the alternation of day and night, and an air cavity is formed between the stone and the window at night, so that the effects of heat preservation, heat insulation and sound insulation can be achieved; the lighting and ventilation of the window are not affected after the window is opened in daytime; bad weather can be closed to prevent and treat damage caused by high-altitude falling objects.
2. The corrosion phenomenon caused by the leakage of the keel frame is solved, and the potential safety hazard is eliminated.
3. Avoiding the unnecessary cost of post-cleaning and the like caused by rust corrosion on the stone surface.
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 aim of decoration is achieved.
Drawings
FIG. 1 is a side elevational view of the present invention;
FIG. 2 is a front elevational view of the present invention;
FIG. 3 is a plan view of the A-A beam of FIG. 1;
FIG. 4 is a plan view of the B-B window of FIG. 1;
FIG. 5 is a schematic structural view of a chemical bolt;
FIG. 6 is a schematic view of a steel plate adapter;
FIG. 7 is a schematic view of a metal inner clip groove vertical keel;
FIG. 8 is a schematic view of a U-shaped stone molding column;
fig. 9 is a schematic side view of a stone material;
fig. 10 is a schematic front view of stone material;
fig. 11 is a schematic diagram of the connection of stone material to the second chain gear.
In the figure: 1-1, a concrete window sill; 1-2, a heat preservation system; 1-3, a metal window; 1-4, concrete beams; 2. a chemical bolt; 2-1, medicament; 2-2, a metal bolt rod; 2-3, square metal gaskets; 2-4, hexagonal nuts; 2-5, a metal spring gasket; 3. zinc-plated steel sheet; 4. a steel plate adapter; 4-1, vertical steel plates; 4-2, an outer triangle metal buckle; 4-3, transverse steel plates; 5. a steel rib; 6. a metal inner clamping groove vertical keel; 6-1, a metal vertical keel; 6-2, an inner clamping groove; 7.U stone molding column; 7-1, molding column stone; 7-2, aluminum corner connector; 7-3, special structural adhesive for epoxy resin stone; 8. stone material; 8-1, natural stone plates; 8-2, holes; 8-3 rubber gaskets; 9-1, a rotating electric machine; 9-2, a first chain gear; 9-3, a first chain; 9-4, double rows of chain gears; 9-5, a second chain; 9-6, a second chain gear; 9-7, turning the rod; 10. structural adhesive special for epoxy resin stone; 11. a rectangular metal sleeve; 12. square edge metal bolt; 13. a rotating bearing; 14. penetrating through the metal inserted bar; 15. a limit switch; 16. a light control controller; 17. a positioning bracket; 18. silicone weatherable sealants.
Detailed Description
The invention will be further illustrated with reference to specific examples. However, in the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "front end", "rear end", "left and right", "up", "down", "horizontal", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or element to be referred to must have a specific direction, be configured and operated in the specific direction, 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 explicitly specified and limited otherwise, the terms "disposed," "mounted," "connected," "in communication" and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
As shown in fig. 11, the design and construction method of the full-automatic light-operated on-off stone curtain wall system according to the embodiment,
The invention relates to a design and construction method of a full-automatic light-operated start-stop stone curtain wall system, which is characterized by comprising the following steps:
1. drawing a horizontal plane and a node diagram: drawing a stone curtain wall construction drawing, including a plane drawing, a vertical drawing, a large sample drawing and a node diagram, by combining the construction drawing and the site; determining the wall distance, the specification and model of the keels and the spacing of the stone curtain walls;
2. and (3) load checking:
keel bearing capacity checking calculation of full-automatic light-operated start-stop stone curtain wall system
According to the calculation model calculation of the simply supported beam under the combined action of uniformly distributed constant load and concentrated live load in the span
1) Standard value of load on beam: qk=g+q
2) Beam load design value: qd=yg+ygq
3) Standard value of unit length load: qkl =qk×b
4) Cell length load design value: qdl =qd×b
5) Mid-span bending moment: mmax=1/8 (qdl +0.01×g) ×l≡2
6) Shear force of the support: vmax=1/2 (qdl +0.01×g) L
7) Bending positive stress: sigma=mmax/(γx×wx) < [ sigma ]
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 ×lζ4)/(206×10ζ3×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 unit length load, unit: kN/m
qdl-unit length load design value, unit: kN/m
Mmax—mid-span bending moment, unit: kn.m
Vmax-support shear, unit: kN
Sigma-bending normal stress, unit: n/mm2
Maximum shear stress of tau-support, unit: n/mm2
v-mid span deflection, unit: mm (mm)
Constant load standard value g: units: kN/m2
Live load standard value q: units: kN/m2
Constant load component coefficient γg:1.2
Live load component coefficient γq:1.4
Deflection control: 1/250
x-axis plastic development coefficient γx:1.05
Bearing capacity checking calculation of building embedded part system
The building embedded part system mainly plays a role in fixing a curtain wall on a building and consists of a chemical bolt 2 and a galvanized steel plate 3.
1) Design value of tensile force of the maximum stressed chemical bolt:
1: when N/N-My 1 /Σy i 2 And (3) when the temperature is equal to or higher than 0:
N sd h ＝N/n+My 1 /Σy i 2
2: when N/N-My 1 /Σy i 2 <At 0:
N sd h ＝(NL+M)y 1 / /Σy i /2
wherein:
m: bending moment design value, unit: kn.m;
N sd h : the tensile force design value of the chemical bolt with the largest tensile force in the group anchor is as follows: n;
y 1 ，y i : vertical distance of chemical bolts 1 and i to group anchor mandrel, unit: mm;
y 1 / ，y i / : vertical distance of chemical bolts 1 and i to the outermost row of chemical bolts on the pressed side, unit: mm;
l: vertical distance from an acting point of axial force N to the outermost chemical bolt on the pressed side, wherein the unit is as follows: mm;
2) Calculation of tensile bearing capacity when the chemical bolt steel is damaged: n (N) Rd,s ＝kN Rk,s /γ RS,N
Wherein:
N Rd,s : design value of tensile bearing capacity in chemical bolt steel damage, unit: n;
N Rk,s : standard value of tensile bearing capacity in chemical bolt steel damage, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ RS,N : the tensile failure bearing capacity sub-term coefficient of the chemical bolt steel is taken according to a specification table 4.3.10: gamma ray RS,N =1.2; 3) And (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
wherein:
N Rd,c : design value of tensile bearing capacity when the concrete cone breaks, unit: n;
N Rk,c : standard value of tensile bearing capacity in concrete cone destruction, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,N : the tensile load bearing capacity factor at failure of a concrete cone is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.8;
N Rk,c 0 : the single chemical bolt of the cracked concrete is pulled, and the standard value of the tensile bearing capacity and the unit of the tensile bearing capacity are as follows when an ideal concrete cone is damaged: n;
f cu,k : the standard value of the compressive strength of the concrete cube is multiplied by a reduction coefficient of 0.95 when the standard value is between 45 and 60 MPa;
h ef : effective anchoring depth of chemical bolts, unit: mm;
4) And (3) 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
wherein:
N Rd,sp : concrete splitting damage tensile bearing capacity design value, unit: n;
N Rk,sp : concrete splitting damage tensile bearing capacity standard value, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
N Rk,c : standard value of tensile bearing capacity in concrete cone destruction, unit: n;
γ Rsp : the tensile load capacity factor of concrete splitting failure is calculated according to the table 4.3.10[ JGJ145-2013]]Taking 1.8;
ψ h,sp : influence of component thickness h on splitting bearing capacityThe response coefficient 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 chemical bolts, the minimum thickness of the base material which is not broken by cleavage is taken as 2h ef And not less than 100mm;
5) Calculating the shearing damage bearing capacity of the chemical bolt steel:
V Rd,s ＝kV Rk,s /γ Rs,V
wherein:
V Rd,s : a design value of the bearing capacity of the steel material when the steel material is damaged;
V Rk,s : the standard value of the shearing bearing capacity when the steel is damaged, and the elongation of the group anchor and the chemical bolt steel after breaking is not more than
At 8%, a reduction factor of 0.8 should be multiplied;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rs,V : shear bearing capacity coefficient at failure of steel according to Table 4.3.10[ JGJ145-2013]]Taking gamma Rs,V ＝1.2；
6) And (5) calculating the shear failure bearing capacity of the concrete wedge:
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
wherein:
V Rd,c : shear bearing capacity design value when the member edge concrete is destroyed, unit: n;
V Rk,c : standard value of shear bearing capacity when the concrete at the edge of the component is destroyed, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,V : at the edge of the member when the concrete breaksShear bearing capacity polynomial coefficients according to Table 4.3.10[ JGJ145-2013]]Taking 1.5;
V Rk,c 0 : standard value of shear bearing capacity when ideal wedge of concrete is broken according to 6.2.19[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
A c,V 0 : single-anchor shearing (namely shearing force of each single chemical bolt, 4 chemical bolts are needed for each galvanized steel sheet), and the projected area of concrete ideal wedge body in lateral direction when being broken is 6.1.17[ JGJ145-2013]The method comprises the following steps of (1) adopting;
A c,V : group anchor shearing (all chemical bolts on galvanized steel sheet are sheared), and the projection area of concrete ideal wedge body in lateral direction is 6.1.18[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ s,V : edge to edge ratio c 2 /c 1 The coefficient of influence on the shear bearing capacity is 6.1.19[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ h,V : edge to thickness ratio c 1 The coefficient of influence of/h on the shear load capacity is 6.1.20[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ α,V : the coefficient of influence of shearing angle on the bearing capacity of shearing is 6.1.21[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ ec,V : the coefficient of influence of eccentric load on the reduction of the shearing bearing capacity of the group anchors is 6.1.22[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ re,V : the influence coefficient of the reinforcement of the anchoring area on the bearing capacity of the shear is 6.1.23[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
7) And (5) calculating the concrete shearing and prying breaking bearing capacity:
V Rd,cp ＝KV Rk,cp /γ Rcp
V Rk,cp ＝k×N Rk,c
wherein:
k: the coefficient of bearing capacity reduction under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
V Rd,cp : the design value of the bearing capacity of the concrete shear and pry during the damage is as follows: n;
V Rk,cp : shear bearing for concrete shear and pry damageLoad standard value, unit: n;
N Rk,c : the concrete cone breaks the standard value of the tensile bearing capacity, unit: n;
γ Rcp : shear bearing capacity polynomial coefficients of concrete under shear and pry failure are shown in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
k: anchoring depth h ef For V Rk,cp Coefficient of influence of (1), when h ef <Taking 1.0 when 60mm, otherwise taking 2.0;
8) And (5) calculating the tensile-shear compound 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
wherein:
N Sd : chemical bolt tension design value, unit: n;
N Rd,s : the design value of the tensile bearing capacity is destroyed by the chemical bolt steel material, and the unit is: n;
V Sd : chemical bolt shear design value, unit: n;
V Rd,s : the design value of the bearing capacity of the chemical bolt steel is destroyed, and the unit is: n;
N Sd : chemical bolt tension design value, unit: n;
N Rd,c : concrete failure tension bearing capacity design value, unit: n;
V Sd : chemical bolt shear design value, unit: n;
V Rd,c : concrete breaking shear bearing capacity design value, unit: n;
(III) checking and calculating bearing capacity of adapter system (bracket)
Adaptor system (bracket): the system is mainly used for connecting a galvanized steel sheet 3 with a metal inner clamping groove vertical keel 6 and mainly comprises two parts of a steel sheet adapter 4 and a steel rib 5.
1) And (3) calculating the strength of the main beam: sigma (sigma) 1A ＝N A /A 1 +M A /γW 1 ≤f
The main beam belongs to one part of the steel plate adapter 4, which refers to a vertical steel plate 4-1, and is mainly used for mainly vertically supporting.
Wherein:
σ 1A : intensity calculation at point a, units: (MPa);
N A : axis force design value, unit: (MPa);
A 1 : section area of the section steel, unit: (mm) 2 )；
M A : design value of bending moment of the main beam A point, unit: (n·mm);
W 1 : bending moment resistance of the section steel, unit: (mm) 3 )；
Gamma: taking a plasticity development coefficient of 1.05;
f: the design value of tensile strength of steel is 215MPa;
2) Compression resistance and stability calculation of the oblique beam: sigma (sigma) 2 ＝N 2 /φA 2 ≤f
The oblique beam is a steel rib 5 and is mainly used for strengthening.
Wherein:
σ 2 : calculated intensity of material, unit: (MPa);
N 2 : axial force of oblique beam, unit: (N);
phi: the stability coefficient of the axial compression column is checked in the table for 6.3.8[ JGJ102-2003] value;
A 2 : cross-sectional area of diagonal section steel, unit: (mm) 2 )；
3) Calculating deflection of a cantilever end of the main beam:
the cantilever end of the girder is the outer end (the part far away from the galvanized steel sheet 3) of the transverse steel sheet 4-3, and mainly overhangs the metal inner clamping groove vertical keel 6.
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
Wherein:
d f1 : the deflection calculated value generated by the shearing force V at the cantilever end of the main beam;
d f2 : calculating a deflection value generated on 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) measuring and paying off: metering, measuring and compiling coordinate positioning according to the construction blueprint; positioning according to the requirements of a plane drawing, the region and the plane axis as well as the decoration base and size; according to the design of the elevation, a level gauge is adopted to be matched with a horizontal pipe to make a part for carrying out elevation positioning; dividing and modeling the elevation view, distributing, positioning and paying off the construction elevation in the actual size, and determining the punching position;
4. punching and cleaning a concrete girder: determining punching positions on the concrete window sill 1-1 and the concrete beam 1-4, punching by using a phi 14 drill bit, and cleaning the holes in time;
5. Installing a chemical bolt: each galvanized steel sheet 3 is fixed by adopting 4 sets of chemical bolts 2 with M12 of 160 mm; 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 hexagonal nut 2-4 are sequentially arranged for fastening;
6. and (3) mounting a galvanized steel sheet: a galvanized steel sheet 3 with the diameter of 200 mm by 250 mm by 8mm is 4 holes, and is fastened by a square metal gasket 2-3, a metal spring gasket 2-5 and a hexagonal nut 2-4 in sequence
7. Welding a steel plate adapter: welding an outer triangular metal buckle 4-2 on the surface of a vertical steel plate 4-1, welding a transverse steel plate 4-3 penetrating into the vertical steel plate 4-1 to form a steel plate adapter 4, adopting a 20mm thick steel plate for the steel plate adapter 4, respectively carrying out welding on the two sides of the front section with the outer triangular metal buckle 4-2, penetrating slots of the transverse steel plate 4-3 into the vertical steel plate 4-1 for welding, vertically welding the steel plate adapter 4 on the surface of a galvanized steel plate 3, cleaning welding slag in time and brushing antirust paint for 2 times, wherein the height of a welding seam is 6 mm;
8. welding steel ribs: two ends of a steel rib 5 with the thickness of 8mm are welded to a galvanized steel plate 3 and a steel plate adapter 4 respectively, 2 steel ribs are respectively used on the left side and the right side of the steel rib 5, the height of a welding seam is 4mm, welding slag is cleaned in time, and rust-proof paint is brushed for 2 times;
9. Installing a metal inner clamping groove vertical keel: the metal inner clamping groove vertical keel 6 is pressed to the steel plate adapter 4, so that the outer triangular metal buckle 4-2 is tightly overlapped with the inner clamping groove 6-2; the metal inner clamping groove vertical keel 6 is temporarily connected with the steel plate adapter 4 through the outer triangular metal buckle 4-2 and the inner clamping groove 6-2;
10. positioning and punching: according to the interval and the inclination angle between the stones 8, determining the punching position, and punching holes on the side surface of the metal inner clamping groove vertical keel 6 to enable the holes to be in series penetration;
11. and (3) 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 black, the light-operated controller 16 is triggered to enable the rotating motor 9-1 to operate, the first chain gear 9-2 is driven, the first chain 9-3 is transmitted to drive the double-row chain gear 9-4 to operate, the second chain 9-5 and the second chain gear 9-6 are sequentially enabled to rotate, the turning rod 9-7 is driven to rotate, the stone 8 is enabled to be closed, and the limit switch 15 is triggered when the rubber gasket 8-3 collides, so that the rotating motor 9-1 stops operating; when the sun is on, the device is triggered reversely, and the limit switch 15 collides with the positioning bracket 17 to stop the rotating motor 9-1;
12. installing a U-shaped stone modeling column: the modeling column stone 7-1 is bonded with the aluminum corner bracket 7-2 through the special structural adhesive 7-3 for the epoxy resin stone to form the U-shaped stone modeling column 7. Uniformly brushing structural adhesive 10 special 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 modeling column 7 for pasting; simultaneously, holes are punched on the side face of the U-shaped stone modeling column 7, and the aperture and the position are completely overlapped with the holes on the metal inner clamping groove vertical keel 6;
13. And (5) placing square steel inserted columns: the square steel inserted column passes through the metal inner clamping groove vertical keel 6 and the U-shaped stone modeling column 7, the distances between the two ends are uniform, and the leakage length of the two ends is 50mm;
14. mounting a stone curtain wall: slotting and pasting a rubber gasket 8-3 on a natural stone plate 8-1 until a stone 8 is formed, manufacturing holes 8-2 on two side surfaces 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 the square-edge metal bolt 12 is placed 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 multi-layer stone plates are consistent, and the gaps are uniform; the installation sequence is carried out layer by layer from bottom to top; meanwhile, the stone can be adjusted according to different angles; the rotating device enables the stone to be effectively opened and closed, and the rubber gaskets 8-3 on the adjacent stone plates are contacted when the stone is closed, so that the stone hard collision can be effectively prevented and prevented, and meanwhile, the sealing effect is achieved;
15. silicone weather-resistant sealant: before the glue is applied, a protective tape is stuck on the U-shaped stone molding columns 7 and the stones 8 at the two sides of the glue seam, and the silicone weather-proof sealant 18 is uniformly injected into the glue seam by a glue gun in the same direction, wherein the width is 4mm; the protective paper is removed by scraping with a rubber cylinder or a dust knife immediately, so that pollution is avoided from being formed for a long time;
16. Cleaning and checking: after the construction is finished, the whole U-shaped stone modeling column 7 and the surface of the stone 8 are scrubbed by clean water or a cleaning agent, and waxing or coating with a protective agent is carried out.
Of course, the foregoing is merely preferred embodiments of the present invention and is not to be construed as limiting the scope of the embodiments of the present invention. The present invention is not limited to the above examples, and those skilled in the art will appreciate that the present invention is capable of equally varying and improving within the spirit and scope of the present invention.
Claims (4)
1. A design and construction method of a full-automatic light-operated start-stop stone curtain wall system is characterized by comprising the following steps:
1. drawing a horizontal plane and a node diagram: drawing a stone curtain wall construction drawing, including a plane drawing, a vertical drawing, a large sample drawing and a node diagram, by combining the construction drawing and the site; determining the wall distance, the specification and model of the keels and the spacing of the stone curtain walls;
2. and (3) load checking:
keel bearing capacity checking calculation of full-automatic light-operated start-stop stone curtain wall system
According to the calculation model calculation of the simply supported beam under the combined action of uniformly distributed constant load and concentrated live load in the span
1) Standard value of load on beam: qk=g+q
2) Beam load design value: qd=yg+ygq
3) Standard value of unit length load: qkl =qk×b
4) Cell length load design value: qdl =qd×b
5) Mid-span bending moment: mmax=1/8 (qdl +0.01×g) ×l≡2
6) Shear force of the support: vmax=1/2 (qdl +0.01×g) L
7) Bending positive stress: sigma=mmax/(γx×wx) < [ sigma ]
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 ×lζ4)/(206×10ζ3×ix)
Wherein:
qk-standard value of load on beam, unit: kN/m 2
qd-design value of load on beam, unit: kN/m 2
qkl-standard value of unit length load, unit: kN/m
qdl-unit length load design value, unit: kN/m
Mmax—mid-span bending moment, unit: kn.m
Vmax-support shear, unit: kN
Sigma-bending normal stress, unit: n/mm 2
Maximum shear stress of tau-support, unit: n/mm 2
v-mid span deflection, unit: mm (mm)
Constant load standard value g: units: kN/m 2
Live load standard value q: units: kN/m 2
Constant load component coefficient γg:1.2
Live load component coefficient γq:1.4
Deflection control: 1/250
x-axis plastic development coefficient γx:1.05
Bearing capacity checking calculation of building embedded part system
1) Design value of tensile force of the maximum stressed chemical bolt:
1: when N/N-My 1 /Σy i 2 And (3) when the temperature is equal to or higher than 0:
N sd h ＝N/n+My 1 /Σy i 2
2: when N/N-My 1 /Σy i 2 <At 0:
N sd h ＝(NL+M)y 1 / /Σy i /2
Wherein:
m: bending moment design value, unit: kn.m;
N sd h : the tensile force design value of the chemical bolt with the largest tensile force in the group anchor is as follows: n;
y 1 ，y i : vertical distance of chemical bolts 1 and i to group anchor mandrel, unit: mm;
y 1 / ，y i / : vertical distance of chemical bolts 1 and i to the outermost row of chemical bolts on the pressed side, unit: mm;
l: vertical distance from an acting point of axial force N to the outermost chemical bolt on the pressed side, wherein the unit is as follows: mm;
2) Calculation of tensile bearing capacity when the chemical bolt steel is damaged: n (N) Rd,s ＝kN Rk,s /γ RS,N
Wherein:
N Rd,s : design value of tensile bearing capacity in chemical bolt steel damage, unit: n;
N Rk,s : standard value of tensile bearing capacity in chemical bolt steel damage, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ RS,N : the tensile failure bearing capacity sub-term coefficient of the chemical bolt steel is taken according to a specification table 4.3.10: gamma ray RS,N =1.2; 3) And (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
wherein:
N Rd,c : design value of tensile bearing capacity when the concrete cone breaks, unit: n;
N Rk,c : standard value of tensile bearing capacity in concrete cone destruction, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,N : the tensile load bearing capacity factor at failure of a concrete cone is shown in Table 4.3.10[ JGJ145-2013]]Taking 1.8;
N Rk,c 0 : the single chemical bolt of the cracked concrete is pulled, the standard value of the tensile bearing capacity when the ideal concrete cone is damaged,
units: n;
f cu,k : the standard value of the compressive strength of the concrete cube is multiplied by a reduction coefficient of 0.95 when the standard value is between 45 and 60 MPa;
h ef : effective anchoring depth of chemical bolts, unit: mm;
4) And (3) 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
wherein:
N Rd,sp : concrete splitting damage tensile bearing capacity design value, unit:N；
N Rk,sp : concrete splitting damage tensile bearing capacity standard value, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
N Rk,c : standard value of tensile bearing capacity in concrete cone destruction, unit: n;
γ Rsp : the tensile load capacity factor of concrete splitting failure is calculated according to the table 4.3.10[ JGJ145-2013]]Taking 1.8;
ψ h,sp : the influence coefficient of the thickness h of the component 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 chemical bolts, the minimum thickness of the base material which is not broken by cleavage is taken as 2h ef And not less than 100mm;
5) Calculating the shearing damage bearing capacity of the chemical bolt steel:
V Rd,s ＝kV Rk,s /γ Rs,V
Wherein:
V Rd,s : a design value of the bearing capacity of the steel material when the steel material 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 group anchor and the chemical bolt steel after breaking is not more than 8%;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rs,V : shear bearing capacity coefficient at failure of steel according to Table 4.3.10[ JGJ145-2013]]Taking gamma Rs,V ＝1.2；
6) And (5) calculating the shear failure bearing capacity of the concrete wedge:
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
wherein:
V Rd,c : shear bearing capacity design value when the member edge concrete is destroyed, unit: n;
V Rk,c : standard value of shear bearing capacity when the concrete at the edge of the component is destroyed, unit: n;
k: the anchor bearing capacity reduction coefficient under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
γ Rc,V : shear capacity index for edge concrete failure of a component is set forth in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
V Rk,c 0 : standard value of shear bearing capacity when ideal wedge of concrete is broken according to 6.2.19[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
A c,V 0 : the single anchor is sheared, and the projected area of the ideal wedge of concrete in the lateral direction is 6.1.17[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
A c,V : the group anchors are sheared, and the projection area of the ideal wedge of concrete in the lateral direction is 6.1.18[ JGJ145-2013] when the ideal wedge of concrete is damaged ]The method comprises the following steps of (1) adopting;
ψ s,V : edge to edge ratio c 2 /c 1 The coefficient of influence on the shear bearing capacity is 6.1.19[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ h,V : edge to thickness ratio c 1 The coefficient of influence of/h on the shear load capacity is 6.1.20[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ α,V : the coefficient of influence of shearing angle on the bearing capacity of shearing is 6.1.21[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ ec,V : the coefficient of influence of eccentric load on the reduction of the shearing bearing capacity of the group anchors is 6.1.22[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
ψ re,V : the influence coefficient of the reinforcement of the anchoring area on the bearing capacity of the shear is 6.1.23[ JGJ145-2013]]The method comprises the following steps of (1) adopting;
7) And (5) calculating the concrete shearing and prying breaking bearing capacity:
V Rd,cp ＝KV Rk,cp /γ Rcp
V Rk,cp ＝k×N Rk,c
wherein:
k: the coefficient of bearing capacity reduction under the action of earthquake is selected according to the table 4.3.9[ JGJ145-2013 ];
V Rd,cp : the design value of the bearing capacity of the concrete shear and pry during the damage is as follows: n;
V Rk,cp : standard value of shear bearing capacity when concrete shear and pry are damaged, unit: n;
N Rk,c : the concrete cone breaks the standard value of the tensile bearing capacity, unit: n;
γ Rcp : shear bearing capacity polynomial coefficients of concrete under shear and pry failure are shown in Table 4.3.10[ JGJ145-2013]]Taking 1.5;
k: anchoring depth h ef For V Rk,cp Coefficient of influence of (1), when h ef <Taking 1.0 when 60mm, otherwise taking 2.0;
8) And (5) calculating the tensile-shear compound 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
wherein:
N Sd : chemical bolt tension design value, unit: n;
N Rd,s : the design value of the tensile bearing capacity is destroyed by the chemical bolt steel material, and the unit is: n;
V Sd : chemical bolt shear design value, unit: n;
V Rd,s : the design value of the bearing capacity of the chemical bolt steel is destroyed, and the unit is: n;
N Sd : chemical bolt tension design value, unit: n;
N Rd,c : concrete failure tension bearing capacity design value, unit: n;
V Sd : chemical bolt shear design value, unit: n;
V Rd,c : concrete breaking shear bearing capacity design value, unit: n;
(III) checking and calculating bearing capacity of adapter system (bracket)
1) And (3) calculating the strength of the main beam: sigma (sigma) 1A ＝N A /A 1 +M A /γW 1 ≤f
Wherein:
σ 1A : intensity calculation at point a, units: (MPa);
N A : axis force design value, unit: (MPa);
A 1 : section area of the section steel, unit: (mm) 2 )；
M A : design value of bending moment of the main beam A point, unit: (n·mm);
W 1 : bending moment resistance of the section steel, unit: (mm) 3 )；
Gamma: taking a plasticity development coefficient of 1.05;
f: the design value of tensile strength of steel is 215MPa;
2) Compression resistance and stability calculation of the oblique beam: sigma (sigma) 2 ＝N 2 /φA 2 ≤f
Wherein:
σ 2 : calculated intensity of material, unit: (MPa);
N 2 : axial force of oblique beam, unit: (N);
phi: the stability coefficient of the axial compression column is checked in the table for 6.3.8[ JGJ102-2003] value;
A 2 : cross-sectional area of diagonal section steel, unit: (mm) 2 )；
3) Calculating deflection of a cantilever end of the main beam:
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
wherein:
d f1 : the deflection calculated value generated by the shearing force V at the cantilever end of the main beam;
d f2 : calculating a deflection value generated on the cantilever end of the main beam under the action of the oblique beam;
d f : total deflection of cantilever end；
3. And (3) measuring and paying off: metering, measuring and compiling coordinate positioning according to the construction blueprint; positioning according to the requirements of a plane drawing, the region and the plane axis as well as the decoration base and size; according to the design of the elevation, a level gauge is adopted to be matched with a horizontal pipe to make a part for carrying out elevation positioning; dividing and modeling the elevation view, distributing, positioning and paying off the construction elevation in the actual size, and determining the punching position;
4. punching and cleaning a concrete girder: determining a punching position on a concrete beam (1-4), punching by using a phi 14 drill bit, and timely cleaning the hole;
5. installing a chemical bolt: each galvanized steel sheet (3) is fixed by adopting 4 sets of chemical bolts (2) with M12 of 160 mm;
6. and (3) mounting a galvanized steel sheet: the galvanized steel sheet (3) with the diameter of 200 mm to 250 mm to 8mm is 4 holes, and is sequentially fastened by square metal gaskets (2 to 3), metal spring gaskets (2 to 5) and hexagonal nuts (2 to 4);
7. welding a steel plate adapter: the steel plate adapter (4) is a 20mm thick steel plate, two sides of the front section are respectively provided with an outer triangular metal buckle (4-2), a transverse steel plate (4-3) is slotted into the vertical steel plate (4-1) to be welded at the periphery, the steel plate adapter (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 welded to a galvanized steel plate (3) and a steel plate adapter (4) respectively, 2 steel ribs are used on the left side and the right side of the steel rib (5), and the height of a welding seam is 4mm;
9. installing a metal inner clamping groove vertical keel: the metal inner clamping groove vertical keel (6) is pressed to the steel plate adapter (4) so that the outer triangular metal buckle (4-2) is tightly overlapped with the inner clamping groove (6-2);
10. positioning and punching: according to the interval and the inclination angle between the stones (8), determining punching positions, and punching holes on the side surfaces of the metal inner clamping groove vertical keels (6) to enable the holes to be in series penetration;
11. and (3) installing a rotating device: the rotating motor (9-1) is installed indoors, and an access power supply is connected out through the light-operated controller (16) for induction; when the stone is black, the light-operated controller (16) is triggered to enable the rotating motor (9-1) to operate, the first chain gear (9-2) is driven, the first chain (9-3) is transmitted to drive the double-row chain gear (9-4) to operate, the second chain (9-5) and the second chain gear (9-6) are sequentially enabled to rotate, the turning rod (9-7) is driven to rotate, the stone (8) is enabled to be closed, and the limit switch (15) is triggered when the rubber gasket (8-3) collides, so that the rotating motor (9-1) stops operating; when the sun is on, the device is triggered reversely, and the limit switch (15) collides with the positioning bracket (17) to stop the rotary motor (9-1);
12. Installing a U-shaped stone modeling column: uniformly brushing structural adhesive (10) special for epoxy resin stone on the outer side surface of the metal inner clamping groove vertical keel (6) and the inner side surface of the U-shaped stone modeling column (7) for pasting; simultaneously, holes are punched on the side face of the U-shaped stone modeling column (7), and the aperture and the position are completely overlapped with the holes on the metal inner clamping groove vertical keel (6);
13. and (5) placing square steel inserted columns: the square steel inserted column passes through the metal inner clamping groove vertical keel (6) and the U-shaped stone modeling column (7), the distances between the two ends are uniform, and the leakage length of the two ends is 50mm;
14. mounting a stone curtain wall: manufacturing holes (8-2) on two side surfaces of the stone (8), wherein each side surface is 2 and has a depth of 55mm, injecting structural adhesive (10) special for epoxy resin stone into the holes (8-2), and then placing rectangular metal sleeves (11) into the holes (8-2);
then placing square-edge metal pins (12) into the holes (8-2) to enable the surface of the natural stone plate (8-1) to be flat, the inclination angles of the multi-layer stone plate to be consistent, and the gaps to be uniform; the installation sequence is carried out layer by layer from bottom to top; meanwhile, the stone can be adjusted according to different angles; the rotating device enables the stone to be effectively opened and closed, and the rubber gaskets (8-3) on the adjacent stone plates are contacted when the stone is closed, so that the stone hard collision can be effectively prevented and prevented, and meanwhile, the sealing effect is achieved;
15. Silicone weather-resistant sealant: before the glue is applied, a protective tape is stuck on U-shaped stone molding columns (7) and stones (8) at two sides of the glue line, and a glue gun is used for uniformly injecting a silicone weather-proof sealant (18) into the glue line in the same direction, wherein the width is 4mm; the protective paper is removed by scraping with a rubber cylinder or a dust knife immediately, so that pollution is avoided from being formed for a long time;
16. cleaning and checking: after the construction is finished, the whole U-shaped stone modeling column (7) and the surface of the stone (8) are scrubbed by clean water or a cleaning agent.
2. The method for designing and constructing the full-automatic light-operated on-off stone curtain wall system according to claim 1, which is characterized in that: in the sixth step, welding slag is cleaned in time and the antirust paint is brushed twice after welding is completed.
3. The method for designing and constructing the full-automatic light-operated on-off stone curtain wall system according to claim 1, which is characterized in that: in the seventh step, after welding, welding slag is cleaned in time and the antirust paint is brushed twice.
4. The method for designing and constructing the full-automatic light-operated on-off stone curtain wall system according to claim 1, which is characterized in that: in the sixteenth step, after the surfaces of the U-shaped stone modeling column (7) and the stone (8) are scrubbed, waxing or brushing with a protective agent is carried out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210953204.1A CN115262820B (en) | 2022-08-10 | 2022-08-10 | Design and construction method of full-automatic light-operated on-off stone curtain wall system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210953204.1A CN115262820B (en) | 2022-08-10 | 2022-08-10 | Design and construction method of full-automatic light-operated on-off stone curtain wall system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115262820A CN115262820A (en) | 2022-11-01 |
| CN115262820B true CN115262820B (en) | 2023-06-09 |
Family
ID=83750729
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210953204.1A Active CN115262820B (en) | 2022-08-10 | 2022-08-10 | Design and construction method of full-automatic light-operated on-off stone curtain wall system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115262820B (en) |
Family Cites Families (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN200949407Y (en) * | 2006-09-28 | 2007-09-19 | 沈英 | Sun-shading device outside glass curtain wall |
| JP6010512B2 (en) * | 2013-09-09 | 2016-10-19 | 三協立山株式会社 | Window unit |
| WO2016033770A1 (en) * | 2014-09-04 | 2016-03-10 | 冯新林 | Method for construction of suspended rhombic aluminum veneer shading curtain wall for exhibition hall |
| CN204590354U (en) * | 2015-05-11 | 2015-08-26 | 中亿丰建设集团股份有限公司 | Vertical stone material shutter system |
| CN205976157U (en) * | 2016-08-17 | 2017-02-22 | 莱尔斯特(厦门)幕墙科技有限公司 | Double -deck tripe curtain of half latent frame |
| CN206722159U (en) * | 2017-04-10 | 2017-12-08 | 重庆工商职业学院 | Energy saving and environment friendly glass curtain wall |
| CN212271926U (en) * | 2020-06-20 | 2021-01-01 | 北京米兰之窗节能建材有限公司 | A kind of ventilation window for curtain wall |
| CN113323573A (en) * | 2021-04-27 | 2021-08-31 | 邱文娜 | Stainless steel intelligent glass curtain wall system and working method thereof |
| CN113833276A (en) * | 2021-07-27 | 2021-12-24 | 中建一局华江建设有限公司 | Construction method of mountain building decorative gabion curtain wall |
| CN114232853B (en) * | 2021-12-30 | 2023-05-26 | 南京城镇建筑设计咨询有限公司 | Novel cross shutter type respiratory curtain wall system and control method thereof |
-
2022
- 2022-08-10 CN CN202210953204.1A patent/CN115262820B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN115262820A (en) | 2022-11-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102864932B (en) | Construction method of hanging type transparent and implicit combined glass curtain wall | |
| CN111945928A (en) | Energy-saving heat-insulating wall and roof | |
| CN104631668A (en) | Connection construction method for composite keel double-layer decorative curtain wall | |
| CN118187462A (en) | Curtain wall installation construction method | |
| CN111188475A (en) | Moisture-proof heat-preservation decoration integrated plate for assembled building outer wall and mounting method thereof | |
| CN114263336A (en) | Construction method of KTC plate composite outer wall decoration system | |
| CN105525712A (en) | Slotted stone curtain wall system | |
| CN110670798B (en) | Construction method of explosion-proof pressure-relief wall body of large industrial factory building | |
| CN116220510A (en) | Sub-frame type outer window seepage-proofing energy-saving installation method | |
| CN111395682A (en) | Installation structure and construction method of rock wool thermal insulation integrated board for outer wall of high-rise residential buildings | |
| CN115262820B (en) | Design and construction method of full-automatic light-operated on-off stone curtain wall system | |
| CN105672501A (en) | Double U-groove and joint node structure using same | |
| CN207176990U (en) | A steel frame lightweight sandwich panel integrated wall | |
| CN111705640B (en) | Seamless expansion joint structure for bridge joint treatment and construction process thereof | |
| CN111364767B (en) | A construction method of short-slot dry-hanging clay slabs | |
| CN108625605A (en) | A kind of installation method of heat-insulating decorative composite board | |
| CN210177863U (en) | Dry hanging system structure of outer wall finished product insulation board | |
| CN118639765A (en) | Deformation joint construction device and method | |
| CN115749350A (en) | Existing building external heat preservation shoveling-free transformation technology and construction method | |
| CN212176379U (en) | Dampproofing heat preservation of assembled building outer wall decorates intergral template | |
| CN209443693U (en) | A kind of inner corner trim work of nature stone mounting structure | |
| CN113006524A (en) | Dry-hanging exterior wall plate structure for overall restoration of building exterior wall and construction method thereof | |
| CN207568076U (en) | Al-Mg-Mn metal roofing structure | |
| CN214461224U (en) | Connecting structure of outer wall and foundation beam | |
| CN223482054U (en) | Building outer wall structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |