CN113868924A - Fire-resistant design method for light wood structure wall - Google Patents

Fire-resistant design method for light wood structure wall Download PDF

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CN113868924A
CN113868924A CN202111195014.XA CN202111195014A CN113868924A CN 113868924 A CN113868924 A CN 113868924A CN 202111195014 A CN202111195014 A CN 202111195014A CN 113868924 A CN113868924 A CN 113868924A
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刘健
韩振华
尹婷婷
许�鹏
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Shanghai Construction Group Co Ltd
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    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
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Abstract

The invention relates to a fire-resistant design method for a light wood structure wall, which belongs to the technical field of light wood structure wall design and combines numerical simulation and theoretical calculation and considers the temperature dependence of wood. Firstly, setting the thickness and the size of a gypsum board, a bone column and rock wool of a wood structure wall body according to a fireproof construction measure, and establishing a two-dimensional model in finite element analysis software; secondly, setting corresponding parameters in finite element analysis software, determining initial conditions and boundary conditions, setting a fire curve, determining fire time, and determining final temperature field distribution of the wall; then, according to the temperature field distribution of the bone column, dividing the bone column into four layers by adopting a stepped model, and determining the strength reduction coefficient of the corresponding layer; then, checking and calculating the ultimate bearing capacity after fire according to the stress borne by each section of the wall; and finally, judging and adjusting the waterproof measures until the bearing capacity is qualified.

Description

Fire-resistant design method for light wood structure wall
Technical Field
The invention relates to the technical field of light wood structure wall body design, in particular to a fire-resistant design method of a light wood structure wall body.
Background
Lightweight wood structural systems are currently the more widely used structural systems that resist loading by a framework of primary structural members (studs) and secondary structural members (decking). The light wood structure has the characteristics of convenience and quickness in construction, heat preservation, energy conservation, excellent earthquake resistance and the like. In recent years, thanks to the popularization of wood structures and the rapid development of fabricated buildings in China, the proportion of light wood structures in the buildings in China is higher and higher.
Because the size of the light wood structural member is smaller, and the wood is flammable naturally, the fireproof performance of the light wood structure mainly depends on the fireproof performance of the integral members such as a wall body, a floor system, a roof and the like. The wall body is formed by connecting a frame consisting of bone columns and a cover plate group through nails, the vertical mechanical property of the wall body is mainly provided by the bone columns in the wall body, and the fireproof performance mainly depends on materials such as gypsum boards, cement fiber boards and the like covering the two sides of the wall body. In case of fire, the gypsum board absorbs heat by evaporation of crystal water in the gypsum board to delay burning of the bone pillar. Therefore, the number and thickness of the gypsum boards are decisive for the fire resistance of the light wood structure wall.
Due to the flammability of wood, strict requirements are placed on the fire protection design of wood structures. Although the wood structure design specification (GB 55-217) and the building design fire protection specification (GB 516-. European specification EN 1995-1-2 adopted a cross-sectional reduction method based on the rate of charring of wood for light wood structural designs, without considering the strength reduction of wood at different temperatures. When the light wood structure wall suffers from fire, along with wood carbonization, section reduction and strength reduction, the neutral axis of the bone column gradually deviates from the centroid position to the inner side, so that the stress state of the bone column is changed from axial pressure to bias pressure, and the light wood structure wall is damaged.
Therefore, a set of proper fireproof design method for the light wood structure wall is very important.
Disclosure of Invention
Aiming at the defects of the prior research technology, the invention provides a method for designing the fire resistance of a light wood structure wall, the temperature field of a bone column of the light wood structure wall is in nonlinear change along with the thickness of the light wood structure wall in a high-temperature environment, the strength is reduced, and the invention provides a simplified design method under the condition of ensuring accuracy in consideration of the fact that direct calculation is relatively complex. In order to solve the technical problems, the technical scheme of the invention is as follows:
a fire-resistant design method for a light wood structure wall comprises the following steps:
step S1, setting gypsum boards with corresponding thickness and layer number according to the fireproof construction specification requirement, determining the size of a bone pillar and the thickness of rock wool, and establishing a two-dimensional simplified model of the wood structure wall in finite element analysis software;
s2, setting heat conductivity coefficient, specific heat capacity and density for the material in finite element software, determining initial conditions and boundary conditions, setting a fire curve, inputting fire time according to the fire endurance of specifications or other requirements, dividing grids, and confirming the final temperature field distribution of the wall;
step S3, according to the temperature field distribution of the bone column, the bone column is divided into four layers by adopting a stepped model:
a normal temperature layer, a 20-100 ℃ layer, a 100-300 ℃ layer and a carbonization layer, wherein the strength reduction coefficient of the bone pillar in the corresponding layer is as follows:
Figure BDA0003298681870000021
Figure BDA0003298681870000022
Figure BDA0003298681870000031
step S4, checking and calculating the ultimate bearing capacity after fire according to the stress borne by each section of the wall;
step S5, judging whether the bearing capacity is qualified according to the specification and the design requirement, and if so, finishing the design; if not, returning to the step S1, increasing the thickness or the number of layers of the gypsum board and the size of the bone pillar, and continuing checking calculation until the bearing capacity is qualified.
Further, in the step S2, the standard fire profile is an ISO834 international standard fire temperature rise profile.
Further, the initial condition in step S2 is a condition that the wall body satisfies before being ignited, that is, the temperature of the ignited side is the ambient temperature:
T(x，y，t＝0)＝T0and (4) formula four.
Further, the boundary condition in step S2 refers to a condition for exchanging heat between the wall boundary and the outside, including heat convection and heat radiation, and the boundary condition of the wall only exists on the fire side and the back fire side:
Figure BDA0003298681870000032
in the formula: q is heat flux in W.m-2(ii) a h is the thermal convection coefficient and has the unit of W.m-2·℃-1(ii) a Epsilon is the coefficient of thermal radiation; sigma is Boltzmann constant, and the unit is W.m-2·K-4；TgIs ambient temperature in units of; t issThe temperature of the surface of the wall is expressed in degrees centigrade.
Further, in step S4, the neutral axis of the cross section may be located on the wood of different layers, the location of the neutral axis is determined according to the specific temperature field distribution, and the height of the neutral axis is determined according to the static equilibrium condition:
Figure BDA0003298681870000033
further, as the bone column is carbonized in fire, the section size is reduced, the stress state is changed from axial compression to eccentric compression, and the residual bearing capacity is as follows according to the formula:
Figure BDA0003298681870000041
because the cross section is divided into different temperature layers, the bone column can be damaged at the boundaries of the different temperature layers, so that the residual bearing capacity of the wall body after fire hazard is as follows:
Figure BDA0003298681870000042
in the formula, AiThe area from the interface of the i-section to the bone column on the back fire surface of the wall body; f. ofciThe design value of the compressive strength of the i section is shown; wiThe section modulus of a bone column from the interface of the i section to the back fire surface of the wall body; f. ofmiThe design value of the bending strength of the i section is obtained; e is the distance from the neutral axis where the load acts.
Compared with the prior art, the invention has the beneficial technical effects that:
the invention provides a fire-resistant design method of a light wood structure wall, which comprises the following steps of firstly, setting the thicknesses and the sizes of a gypsum board, a bone column and rock wool of the wood structure wall according to fire-resistant construction measures, and establishing a two-dimensional model in finite element analysis software; secondly, setting corresponding parameters in finite element analysis software, determining initial conditions and boundary conditions, setting a fire curve, determining fire time, and determining final temperature field distribution of the wall; then, according to the temperature field distribution of the bone column, dividing the bone column into four layers by adopting a stepped model, and determining the strength reduction coefficient of the corresponding layer; then, checking and calculating the ultimate bearing capacity after fire according to the stress borne by each section of the wall; and finally, judging and adjusting the waterproof measures until the bearing capacity is qualified. In consideration of the reduction of the wood strength at high temperature, the invention applies a standard temperature rise curve to simulate the fire development, the internal heat transfer of the wood structure wall, the temperature field distribution and the structural response, realizes the rapid analysis of the strength loss of the wood structure wall in the fire receiving process, and provides a fire-resistant design method of the light wood structure wall based on the residual bearing capacity of the bone columns. The method can scientifically, accurately, effectively and low-cost determine the residual bearing capacity of the wood structure wall under the fire, saves the full-scale fire resistance and high cost required by a mechanical test, improves the analysis efficiency, and fills the gap of the fire resistance design of the light wood structure wall.
Drawings
FIG. 1 is a simplified one-dimensional distribution diagram of a post-temperature field in a method for designing a lightweight wood-structure wall for fire resistance in accordance with an embodiment of the present invention;
FIG. 2 is a temperature field distribution diagram of a layer of refractory gypsum board with a thickness of 12mm in the fire-resistant design method for the lightweight wood structural wall in an embodiment of the invention;
FIG. 3 is a schematic diagram of the conversion of the Abaqus temperature field into a simplified temperature field (one layer) in the method for designing a fire resistance of a lightweight wood structural wall according to an embodiment of the present invention;
FIG. 4 is a temperature field distribution diagram of two layers of refractory gypsum boards with thickness of 12mm in the fire-resistant design method for the lightweight wood structural wall in an embodiment of the invention;
FIG. 5 is a schematic diagram of the conversion of the Abaqus temperature field into a simplified temperature field (two layers) in the method for designing a fire resistance of a lightweight wood structural wall according to an embodiment of the present invention;
fig. 6 is a flowchart of a fire-resistant design method for a lightweight wood structural wall in an embodiment of the invention.
In the figure:
1 is a carbonization layer; 2 is a 100-300 ℃ layer; 3 is a layer at 20-100 ℃; and 4 is a normal temperature layer.
Detailed Description
The fire-resistant design method of the lightweight wood structural wall provided by the invention is further described in detail with reference to the accompanying drawings and specific embodiments. The advantages and features of the present invention will become more apparent from the following description. It is to be noted that the drawings are in a very simplified form and are not to precise scale, which is merely for the purpose of facilitating and distinctly claiming the embodiments of the present invention. For convenience of description, the directions of "up" and "down" described below are the same as the directions of "up" and "down" in the drawings, but this is not a limitation of the technical solution of the present invention.
The method for designing a fire-resistant wall with a lightweight wood structure according to the present invention will be described in detail with reference to fig. 1 to 6.
Example one
Referring to fig. 1 to 6, a method for designing a lightweight wood-structure wall for fire resistance includes the following steps:
the light wood load-bearing wall body is formed by wall studs of standard materials, the distance between the wall studs is 400mm, and the length of the wall studs is 3 m. The constant load of the floor is 0.5kN/m2The live load of the floor is 2.0kN/m2The floor span is 4m, the spruce-pine-fir standard material is adopted, the water content of the standard material is 12%, the fire endurance requirement is 1h, and the dimensions of the covering plate and the wall rib column are designed.
The design steps are as follows:
step S1, pre-estimating the number of layers of the covering plate, the thickness of the rock wool and the size of the bone pillar: the covering plate is made of a layer of refractory gypsum plate with the thickness of 12mm, the size of the bone column is 40mm multiplied by 90mm, the cavity is filled with rock faces, and the thickness of rock wool is 90 mm. Finite element analysis software can select ABAQUS or ANSYS depending on the material dimensions. In this embodiment, a simplified two-dimensional model of the wall is built in Part module of Abaqus.
Step S2, setting corresponding parameters (namely, heat conductivity coefficient, specific heat capacity and density) for the materials in finite element software, determining initial conditions and boundary conditions, setting a fire curve, inputting fire time according to the fire endurance of specifications or other requirements, dividing grids, and confirming the final temperature field distribution of the wall: wherein the standard fire curve is an ISO834 international standard fire heating curve. The initial condition refers to a state condition which is met by the wall before the wall is ignited, namely the temperature of the ignited side is determined according to a formula IV:
T(x，y，t＝0)＝T0
the boundary conditions refer to the conditions for heat exchange between the wall boundary and the outside, mainly comprise heat convection and heat radiation, only exist on the fire receiving side and the back fire side, and are determined according to the formula V:
Figure BDA0003298681870000061
in the formula: q is heat flux in W.m-2(ii) a h is the thermal convection coefficient and has the unit of W.m-2·℃-1(ii) a Epsilon is the coefficient of thermal radiation; σ is Boltzmann constant, in W.m-2·K-4；TgIs ambient temperature in units of; t issThe temperature of the surface of the wall is expressed in units of ℃; when the wall is in fire, the values of the parameters are shown in the table 1:
TABLE 1 boundary condition coefficient Table
Figure BDA0003298681870000062
Searching corresponding specifications to obtain parameters required by each material, wherein the parameters of each material are as follows: the density of the SPF specification material at normal temperature is 490kg/m3The elastic modulus is 9000MPa, the compressive strength is 10MPa, the bending strength is 11MPa, and the thermal parameters are shown in Table 2; the density of the refractory gypsum board is 900kg/cm3The thermal parameters are shown in table 2; the density of the rock wool is 60kg/m3Specific heat capacity of 840Jkg-1℃-1The thermal conductivity is shown in table 3. Setting materials in a Property module, assembling in an Assembly module, defining the convection coefficient and the radiation coefficient of a boundary in a contact module, then defining an initial temperature field in a Load module, finally dividing a grid in a Mesh module, and performing submission calculation in a Job module. The final temperature field distribution of the wood structure wall section is shown in fig. 2.
TABLE 2 values of various parameters of wood
Figure BDA0003298681870000071
TABLE 3 values of various parameters of the plasterboard
Figure BDA0003298681870000072
TABLE 4 Heat conductivity coefficient of rock wool
Figure BDA0003298681870000081
Step S3, the temperature field obtained in step S2 is divided into four layers (normal temperature layer 4, 20-100 ℃ layer 3, 100-300 ℃ layer 2 and carbonization layer 1) by using a stepped model, as shown in fig. 3, since the temperature of the bone column is generally higher than 20 ℃, there is no normal temperature layer.
Step S4, checking the residual bearing capacity of the wood structure wall,
the combined design value of the constant load and the live load is as follows:
constant load design value:
Figure BDA0003298681870000082
live load design value:
Figure BDA0003298681870000083
combined design values of constant load and live load: N-G + Q-0.48 + 2.4-2.88 kN
② the residual bearing capacity after 1h of fire exposure:
neutral axis of fired cross section according to formula six
Figure BDA0003298681870000084
Obtaining:
Figure BDA0003298681870000091
each section parameter of the bone pillar (as shown in table 5):
TABLE 5 bone column parameters for each section
Figure BDA0003298681870000092
According to the formula six and the formula seven
Figure BDA0003298681870000093
And formula eight
Figure BDA0003298681870000094
Calculating the residual bearing capacity:
1, section: f1＝0；
2, at the section:
Figure BDA0003298681870000095
3, at the section:
Figure BDA0003298681870000096
in step S5, the remaining bearing force F is max (F)1，F2) And when the requirement is not met, 529.3N is less than 2.88KN, the method returns to the step S1 to increase the fireproof structure and recalculate. Step S1 to step S5:
and step S1, adopting two layers of refractory gypsum boards with the thickness of 12mm as the covering board, wherein the size of the bone column is 40mm multiplied by 90mm, the cavity is filled with rock faces, and the thickness of the rock wool is 90 mm. A simplified two-dimensional model of the wall is built in Abaqus, based on the material dimensions.
Step S2, performing parameter setting and submitting calculation in Abaqus to obtain the temperature field distribution of the bone column cross section, as shown in fig. 4.
Step S3, the temperature field obtained in step S2 is divided into four layers (normal temperature layer, 20-100 ℃ layer, 100-300 ℃ layer and carbonization layer) by using a stepped model, as shown in fig. 5, since the temperature of the bone column is generally higher than 20 ℃, there is no normal temperature layer.
Step S4, checking the residual bearing capacity of the wall, and obtaining the neutral axis of the fire section according to the formula VI:
Figure BDA0003298681870000101
each section parameter of the bone pillar (as shown in table 6):
TABLE 6 parameters of each section of the bone pillar
Figure BDA0003298681870000102
Calculating the residual bearing capacity:
1, section: f1＝0；
2, at the section:
Figure BDA0003298681870000103
3, at the section:
Figure BDA0003298681870000104
in step S5, the remaining bearing force F is max (F)1,F2) 7863.9N is larger than 2.88KN, which meets the requirement. Therefore, two layers of 12mm thick fire-resistant gypsum boards are required to be arranged on the fire-receiving side of the wood structure wall.
The above description is only for the purpose of describing the preferred embodiments of the present invention, and is not intended to limit the scope of the present invention, and any variations and modifications made by those skilled in the art based on the above disclosure are within the scope of the appended claims.

Claims (6)

1. A fire-resistant design method for a light wood structure wall is characterized by comprising the following steps:
step S1, setting gypsum boards with corresponding thickness and layer number according to the fireproof construction specification requirement, determining the size of a bone pillar and the thickness of rock wool, and establishing a two-dimensional simplified model of the wood structure wall in finite element analysis software;
s2, setting heat conductivity coefficient, specific heat capacity and density for the material in finite element software, determining initial conditions and boundary conditions, setting a fire curve, inputting fire time according to the fire endurance of specifications or other requirements, dividing grids, and confirming the final temperature field distribution of the wall;
step S3, according to the temperature field distribution of the bone column, the bone column is divided into four layers by adopting a stepped model: a normal temperature layer, a 20-100 ℃ layer, a 100-300 ℃ layer and a carbonization layer, wherein the strength reduction coefficient of the bone pillar in the corresponding layer is as follows:
Figure FDA0003298681860000011
Figure FDA0003298681860000012
Figure FDA0003298681860000013
step S4, checking and calculating the ultimate bearing capacity after fire according to the stress borne by each section of the wall;
step S5, judging whether the bearing capacity is qualified according to the specification and the design requirement, and if so, finishing the design; if not, returning to the step S1, increasing the thickness or the number of layers of the gypsum board and the size of the bone pillar, and continuing checking calculation until the bearing capacity is qualified.
2. The method for designing a fire resistance of a lightweight wood structural wall according to claim 1, wherein the standard fire profile in step S2 is ISO834 international standard fire heating profile.
3. The method for designing a fire resistance of a lightweight wood structural wall according to claim 1, wherein the initial conditions in the step S2 are conditions that the wall meets before being fired, namely, the temperature of the fired side is ambient temperature:
T(x，y，t＝0)＝T0and (4) formula four.
4. The method for designing a fire resistance of a lightweight wood structural wall body as recited in claim 1, wherein the boundary conditions in the step S2 refer to conditions for exchanging heat between the wall body boundary and the outside, including heat convection and heat radiation, and the boundary conditions of the wall body only exist on the fire receiving side and the back fire side:
Figure FDA0003298681860000021
in the formula: q is heat flux in W.m-2(ii) a h is the thermal convection coefficient and has the unit of W.m-2·℃-1(ii) a Epsilon is the coefficient of thermal radiation; sigma is Boltzmann constant, and the unit is W.m-2·K-4；TgIs ambient temperature in units of; t issThe temperature of the surface of the wall is expressed in degrees centigrade.
5. The method for designing a fire resistance of a lightweight wood structural wall body as recited in claim 1, wherein in the step S4, the neutral axis of the cross section may be located on different layers of wood, the location of the neutral axis is determined according to the specific temperature field distribution, and the height of the neutral axis is determined according to the static equilibrium condition:
Figure FDA0003298681860000022
6. the fire-resistant design method of the light wood structure wall body as claimed in claim 1, wherein the dimension of the cross section is reduced due to the carbonization of the bone pillars under fire, the stress state is changed from axial compression to eccentric compression, and the residual bearing capacity is according to the formula:
Figure FDA0003298681860000031
because the cross section is divided into different temperature layers, the bone column can be damaged at the boundaries of the different temperature layers, so that the residual bearing capacity of the wall body after fire hazard is as follows:
Figure FDA0003298681860000032
in the formula, AiThe area from the interface of the i-section to the bone column on the back fire surface of the wall body; f. ofciThe design value of the compressive strength of the i section is shown; wiThe section modulus of a bone column from the interface of the i section to the back fire surface of the wall body; f. ofmiThe design value of the bending strength of the i section is obtained; e is the distance from the neutral axis where the load acts.
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