CN101725248A - Method for fabricating high and big die plate - Google Patents

Method for fabricating high and big die plate Download PDF

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Publication number
CN101725248A
CN101725248A CN200810201908A CN200810201908A CN101725248A CN 101725248 A CN101725248 A CN 101725248A CN 200810201908 A CN200810201908 A CN 200810201908A CN 200810201908 A CN200810201908 A CN 200810201908A CN 101725248 A CN101725248 A CN 101725248A
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load
vertical rod
alpha
die plate
big die
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CN101725248B (en
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沈勤
刘洪亮
陈定洪
胡长明
曾凡奎
张化振
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Xian University of Architecture and Technology
Shanghai Baoye Construction Co Ltd
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Xian University of Architecture and Technology
Shanghai Baoye Construction Co Ltd
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Abstract

The invention relates to the field of building, in particular to a method for fabricating a high and big die plate. The method is characterized in that the following calculation method is employed to calculate load acting on a formwork support: load=permanent load+variable load+generalized hypothetical horizontal force load; the permanent load includes self-weight of the formwork support structure and self-weight of components and parts; the variable load includes construction load and wind load; generalized hypothetical horizontal force load is 1.5%-3.125% of standard value of vertical permanent load and acts on the horizontal direction of supporting upper end and participates in all load combinations. With the method for fabricating the high and big die plate adopted, the high and big die plate load can be more accurately described, in addition, building materials can be saved, cost can be reduced and construction period can be shortened.

Description

Method for fabricating high and big die plate
Technical field
Originally relate to building field, be specially a kind of method for fabricating high and big die plate.
Background technology
Support with the high and big die plate structure belongs to temporary structure, and Chinese scholars is quite few to whole Study on Stability to the initial imperfection of support body and member.Because the stability bearing capacity of form bracing system is subjected to the appreciable impact of node rigidity, " Engineering Structuers " published " Stability analysis of semirigid steel scafolding[J] in the 568th page～574 pages of the 17th (8) phase of nineteen ninety-five " literary composition, proposed to adopt calculated length to represent the stability analysis method of node stiffness effect." Structural Engineer " published " Sway stiffness of scafoldstructures[J] in the 4th page～12 pages of 1997 the 75th (1) phases " literary composition, on the semi-rigid basis of considering node, compared the result of calculation of 2 peacekeepings, the 3 dimension models of form bracing system." Engineers:Structures and Buildings " published " Analysis of large porprietary access scaffoldstructures[J] in the 31st page～39 pages of the 146th (1) phases of calendar year 2001 " literary composition, form bracing system is carried out geometrical nonlinear analysis, considered the nonlinear model of joint rigidity simultaneously.Adopt fastener type steel pipe, the falsework that bowl fastening type steel pipe or bolt-type steel pipe are set up, should belong to the steel work category, but the type of attachment difference between the connection of mould bases member and the steel structure, relevant studies show that, fastener and bowl link and connect performance and do not reach and rigidly connect requirement, belong to semi-rigid connection, and because the non-linear relation of moment of flexure corner M-θ is very complicated, therefore, still press rigid mount phantom type in the present calculating, but, semi-rigid support body is reduced to the rigidity support body carries out the stress that inner forces calculation can not the accurate response structure, this will cause having underestimated the amount of side-shift of support body and the influence that weakens the P-Δ effect of knowing clearly, over-evaluate the rigidity that rod member connects, and vertical rod stability limit bearing capacity theoretical value is higher and relatively dangerous.Therefore, technical being necessary by further experimental study found out the relation of the moment of flexure corner M-θ of node.Also having the scholar that the notion of " off-centre is brought out load " in Britain's standard has been drawn comes, this load is considered in suggestion when carrying out the falsework design: when support system has off-centre, inclination in vertical rod, and the shaking force of the horizontal force of wind load, delivering concrete pump line, concrete vibrator, topple under the concrete active force effect, can generation level to active force, this active force has adverse effect to the stability of falsework, these active forces should be considered as a kind of horizontal loading that acts on the falsework top.Clearly, this and the difference to some extent of the domestic understanding that support is brought out horizontal loading at present.To this problem, embody to some extent in (GB50017-2003) at " Code for design of steel structures ", in document, do not embody the theoretical research of relevant high and big die plate space structures system.In the design of steel work, the second order analysis that has is only considered P-Δ effect, P-Δ-δ analyzes and then considers simultaneously to bend P-Δ effect and the P-δ effect that effect causes by support body sidesway and member bow, so consider the falsework designing and calculating pattern that second order elasticity is analyzed, will well solve the geometry and the fault in material of support body.Connect the influence [4] that semi-rigid characteristic has increased P-Δ second-order effects again, so employing consideration node is semi-rigid and the influence of second-order effects, it is very necessary carrying out internal force analysis.In the existing related specifications of China, " building operations fastener type steel pipe scaffold technical specification of security " be 5.6.2 bar regulation (JGJ130-2001): the calculated length 10=h+2a of falsework vertical rod, support for shuttering vertical rod calculated length formula is not considered the monolithic stability sex factor.Definition according to standard, h is the rack rod step pitch, a is that the length of top layer horizon bar center line to the template strong point is stretched out in the falsework vertical rod, these two parameters all belong to the local size parameter of support for shuttering structure, and the resistance to overturning of structure is inevitable relevant with the fringe conditions of structure, also should not make an exception as the support for shuttering structure.Do not embody second-order effects and semi-rigid influence at its load and load combined aspects thereof to stability bearing capacity.Local rules have also been worked out in Shanghai and Zhejiang in succession, but all do not embody the influence of the initial imperfection of support for shuttering integral body and member to stability bearing capacity.
Summary of the invention
In order to overcome the defective of prior art, high-supported formwork calculated length Y-factor method Y and the proposition high-supported formwork broad sense imagination horizontal force method for designing that propose based on the frame with sidesway theory, and broad sense imagination horizontal force participates in all load combinations, construct support with high and big die plate on this basis, the invention discloses a kind of method for fabricating high and big die plate.
The present invention reaches goal of the invention by following technical solution:
A kind of method for fabricating high and big die plate is characterized in that, calculates the load that acts on falsework by the following method:
Load=permanent load+variable load+broad sense imagination horizontal force load;
Permanent load comprises falsework dead load and component and fitting deadweight; Variable load comprises working load and wind load; Broad sense imagination horizontal force load is got 1.5%～3.125% vertical permanent load standard value, and acts on support upper end horizontal direction, participates in all loads combinations.
Described method for fabricating high and big die plate is characterized in that: do following length factor correction:
μ = 7.5 × α k 1 × α k 2 + 4 × ( α k 1 + α k 2 ) + 1.52 7.5 × α k 1 × α k 2 + α k 1 + α k 2
α = 1 1 + 6 E I b 2 l b 2 r
K 1 = Σ A I b / l b Σ A I c / l b
K 2 = Σ B I b / l b Σ B I c / l b
Wherein, μ is a length factor; α is the correction factor of horizon bar line rigidity; R is the spring constant of horizon bar and vertical rod connected node.
Described method for fabricating high and big die plate is characterized in that: the axial force design of high-supported formwork vertical rod is calculated as follows:
When not making up wind load: N Ut=γ G∑ N Gk+ 1.4 ∑ N Qk
During the combination wind load: N Ut=γ G∑ N Gk+ 0.9 * 1.4 ∑ N Qk
Wherein: N UtThe axial force design load (N) of-compute segment vertical rod;
∑ N GkThe axial force summation (N) that-template and support deadweight, newly placed concrete deadweight and reinforcing bar deadweight standard value produce;
∑ N Qk-constructor and construction equipment characteristic value of load (N);
Described method for fabricating high and big die plate is characterized in that: the stability of high-supported formwork vertical rod is calculated by following formula:
When not making up wind load:
Figure G2008102019083D0000035
During the combination wind load:
Wherein: N UtThe axial force design load of-high-supported formwork vertical rod;
Figure G2008102019083D0000037
The coefficient of stability of-axial compression vertical rod;
λ-slenderness ratio;
l 0-vertical rod calculated length (mm);
I-radius of gyration (mm);
M sThe moment of flexure that the horizontal force characteristic value of load that causes in-the construction produces;
M jThe moment of flexure that-broad sense imagination horizontal force characteristic value of load produces;
Section area (the mm of A-vertical rod 2);
K H-Height Adjustment coefficient;
M WThe moment of flexure (Nmm) that-calculating vertical rod section is produced by the wind load design load;
W-section modulus (mm 3);
Compressive strength design load (the N/mm of f-steel 2).
Described method for fabricating high and big die plate is characterized in that: high-supported formwork vertical rod calculated length 1 0Get the higher value of following two formula result of calculations:
l 0＝h+2a
l 0＝μh
Wherein: h-vertical rod step pitch (mm);
The length (mm) of top layer transverse horizontal bar center line to the template strong point is stretched out in the vertical rod of a-falsework;
μ-calculated length coefficient.
Adopt method for fabricating high and big die plate disclosed by the invention, can more accurate description high and big die plate load, saved constructional materials, reduce cost the reduction of erection time.
The specific embodiment
Below further specify the present invention by specific embodiment.
Embodiment 1
A kind of method for fabricating high and big die plate is characterized in that, calculates the load that acts on falsework by the following method:
Load=permanent load+variable load+broad sense imagination horizontal force load;
Permanent load comprises falsework dead load and component and fitting deadweight; Variable load comprises working load and wind load; Broad sense imagination horizontal force load is got 1.5%～3.125% vertical permanent load standard value, and acts on support upper end horizontal direction, participates in all loads combinations.
Permanent load
(1) template and support deadweight standard value: should determine by template and supported design drawing thereof.Bracing frame can be imported software for calculation from refetching 3.8kg/m, is considered automatically by program.Structure, accessory deadweight by practical construction experience, are got 0.5kN/m2.
(2) newly water the standard value that reinforced concrete member is conducted oneself with dignity: the desirable 24kN/m of ordinary concrete 3, can determine according to the severe of reality for other concrete; Reinforcing bar should be determined according to design drawing.General building construction floor is 1.1kN/m 3, beam is 1.5kN/m 3When adopting steel reinforced concrete structure, shaped steel weight should be determined according to actual conditions.
Variable load
(1) constructor and equipment characteristic value of load: generally get evenly distributed load, building construction is 1.0kN/m 2, elevated bridge 1.5kN/m 2Large-scalely build equipment such as material loading platform, concrete pump etc. calculate by actual conditions to having.
(2) the vertical load standard value that produces during vibrated concrete: get 2.0kN/m 2
(3) the horizontal force characteristic value of load that causes in the construction
Get 2.5% vertical permanent load standard value, and act on and support upper end, horizontal direction.
The length factor correction is as follows:
μ = 7.5 × α k 1 × α k 2 + 4 × ( α k 1 + α k 2 ) + 1.52 7.5 × α k 1 × α k 2 + α k 1 + α k 2
α = 1 1 + 6 E I b 2 l b 2 r
K 1 = Σ A I b / l b Σ A I c / l b
K 2 = Σ B I b / l b Σ B I c / l b
Wherein, μ is a length factor; α is the correction factor of horizon bar line rigidity; R is the spring constant of horizon bar and vertical rod connected node.
The axial force design of high-supported formwork vertical rod is calculated as follows:
When not making up wind load: N Ut=γ G∑ N Gk+ 1.4 Σ N Qk
During the combination wind load: N Ut=γ GΣ N Gk+ 0.9 * 1.4 ∑ N Qk
Wherein: N UtThe axial force design load (N) of-compute segment vertical rod;
∑ N GkThe axial force summation (N) that-template and support deadweight, newly placed concrete deadweight and reinforcing bar deadweight standard value produce;
∑ N Qk-constructor and construction equipment characteristic value of load (N);
The stability of high-supported formwork vertical rod is calculated by following formula:
When not making up wind load:
Figure G2008102019083D0000061
During the combination wind load:
Figure G2008102019083D0000062
Wherein: N UtThe axial force design load of-high-supported formwork vertical rod;
Figure G2008102019083D0000063
The coefficient of stability of-axial compression vertical rod;
λ-slenderness ratio;
l 0-vertical rod calculated length (mm);
I-radius of gyration (mm);
M sThe moment of flexure that the horizontal force characteristic value of load that causes in-the construction produces;
M jThe moment of flexure that-broad sense imagination horizontal force characteristic value of load produces;
Section area (the mm of A-vertical rod 2);
K H-Height Adjustment coefficient;
M WThe moment of flexure (Nmm) that-calculating vertical rod section is produced by the wind load design load;
W-section modulus (mm 3);
Compressive strength design load (the N/mm of f-steel 2).
High-supported formwork vertical rod calculated length 1 0Get the higher value of following two formula result of calculations:
l 0＝h+2a
l 0＝μh
Wherein: h-vertical rod step pitch (mm);
The length (mm) of top layer transverse horizontal bar center line to the template strong point is stretched out in the vertical rod of a-falsework;
μ-calculated length coefficient.

Claims (5)

1. a method for fabricating high and big die plate is characterized in that, calculates the load that acts on falsework by the following method:
Load=permanent load+variable load+broad sense imagination horizontal force load;
Permanent load comprises falsework dead load and component and fitting deadweight; Variable load comprises working load and wind load; Broad sense imagination horizontal force load is got 1.5%～3.125% vertical permanent load standard value, and acts on support upper end horizontal direction, participates in all loads combinations.
2. method for fabricating high and big die plate as claimed in claim 1 is characterized in that: do following length factor correction:
μ = 7.5 × αk 1 × α k 2 + 4 × ( αk 1 + α k 2 ) + 1.52 7.5 × α k 1 × α k 2 + αk 1 + α k 2
α = 1 1 + 6 EI b 2 l b 2 r
K 1 = Σ A I b / l b Σ A I c / l b
K 2 = Σ B I c / l b Σ B I c / l b
Wherein, μ is a length factor; α is the correction factor of horizon bar line rigidity; R is the spring constant of horizon bar and vertical rod connected node.
3. method for fabricating high and big die plate as claimed in claim 1 is characterized in that: the axial force design of high-supported formwork vertical rod is calculated as follows:
When not making up wind load: N Ut=γ G∑ N Gk+ 1.4 ∑ N Qk
During the combination wind load: N Ut=γ G∑ N Gk+ 0.9 * 1.4 ∑ N Qk
Wherein: N UtThe axial force design load (N) of-compute segment vertical rod;
∑ N GkThe axial force summation (N) that-template and support deadweight, newly placed concrete deadweight and reinforcing bar deadweight standard value produce;
∑ N Qk-constructor and construction equipment characteristic value of load (N).
4. method for fabricating high and big die plate as claimed in claim 1 is characterized in that: the stability of high-supported formwork vertical rod is calculated by following formula:
When not making up wind load:
Figure F2008102019083C0000021
During the combination wind load:
Figure F2008102019083C0000022
Wherein: N UtThe axial force design load of-high-supported formwork vertical rod;
The coefficient of stability of-axial compression vertical rod;
λ-slenderness ratio;
l 0-vertical rod calculated length (mm);
I-radius of gyration (mm);
M sThe moment of flexure that the horizontal force characteristic value of load that causes in-the construction produces;
M jThe moment of flexure that-broad sense imagination horizontal force characteristic value of load produces;
Section area (the mm of A-vertical rod 2);
K H-Height Adjustment coefficient;
M wThe moment of flexure (Nmm) that-calculating vertical rod section is produced by the wind load design load;
W-section modulus (mm 3);
Compressive strength design load (the N/mm of f-steel 2).
5. method for fabricating high and big die plate as claimed in claim 1 is characterized in that: high-supported formwork vertical rod calculated length l 0Get the higher value of following two formula result of calculations:
l 0＝h+2a
l 0＝μh
Wherein: h-vertical rod step pitch (mm);
The length (mm) of top layer transverse horizontal bar center line to the template strong point is stretched out in the vertical rod of a-falsework;
μ-calculated length coefficient.
CN 200810201908 2008-10-29 2008-10-29 Method for fabricating high and big die plate Active CN101725248B (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114997682A (en) * 2022-06-15 2022-09-02 徐会君 Construction site safety monitoring system and method based on big data

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS612769A (en) * 1984-06-15 1986-01-08 Sumikin Kozai Kogyo Kk Surface treating agent and temporary construction material made of surface treated steel
CN2358150Y (en) * 1999-03-25 2000-01-12 刘振邦 Built-up type all-steel big shuttering

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS612769A (en) * 1984-06-15 1986-01-08 Sumikin Kozai Kogyo Kk Surface treating agent and temporary construction material made of surface treated steel
CN2358150Y (en) * 1999-03-25 2000-01-12 刘振邦 Built-up type all-steel big shuttering

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
何日明: "浅谈高大模板支撑施工", 《广西城镇建设》 *
曾凡奎等: "高大模板支架承受的两种特殊荷载分析", 《青岛农业大学学报(自然科学版)》 *
舒文超，李华明: "钢管扣件高大模板支撑系统设计及实测分析", 《施工技术》 *
赵滨等: "高大模板支架结构的分析计算", 《建筑施工》 *

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114997682A (en) * 2022-06-15 2022-09-02 徐会君 Construction site safety monitoring system and method based on big data
CN114997682B (en) * 2022-06-15 2023-04-07 徐会君 Construction site safety monitoring system and method based on big data

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