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CN114266098A - Calculation method for collapse load power increase coefficient of prestressed BFRP (bidirectional reinforced concrete) reinforced concrete frame - Google Patents

Calculation method for collapse load power increase coefficient of prestressed BFRP (bidirectional reinforced concrete) reinforced concrete frame Download PDF

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CN114266098A
CN114266098A CN202111646081.9A CN202111646081A CN114266098A CN 114266098 A CN114266098 A CN 114266098A CN 202111646081 A CN202111646081 A CN 202111646081A CN 114266098 A CN114266098 A CN 114266098A
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prestressed
bfrp
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reinforced concrete
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CN114266098B (en
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杨涛
庞瑞文
陈筱彬
李想
龙夏毅
陈明宇
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Guangxi University
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Abstract

The invention discloses a calculation method for a collapse load power increase coefficient of a prestressed BFRP (bidirectional Forwarding-reinforced concrete) reinforced concrete frame, and belongs to the technical field of engineering structures. The invention provides a calculation method of a collapse load power increase coefficient DIF and a simplified calculation model of the DIF based on an energy conservation principle and combined with the damage characteristic of a prestressed BFRP rib. Based on a calculation model of the DIF, the value of the static collapse load power increase coefficient DIF can be determined by predicting the vertical displacement of the corresponding structural part after the frame column of the type fails, and the collapse load adopted in the static collapse analysis is the product of the static collapse load and the DIF. The method can provide direct basis for the static collapse analysis of the prestressed BFRP reinforced concrete frame.

Description

Calculation method for collapse load power increase coefficient of prestressed BFRP (bidirectional reinforced concrete) reinforced concrete frame
Technical Field
The invention belongs to the technical field of engineering structures, and particularly relates to a calculation method for a collapse load power increase coefficient of a prestressed BFRP (bidirectional Forwarding-reinforced concrete) reinforced concrete frame.
Background
Reinforced concrete frame structures have been widely used throughout the world. The reinforced concrete frame structure has the advantages of good structural integrity, convenient construction, lower price and the like, but the reinforced concrete frame structure is easily influenced by environmental corrosion and sudden disasters, so that more and more early building structures are aged and damaged, and the problems of high cost and the like of maintaining and reinforcing the building structures are increasingly obvious. How to reduce the maintenance cost and improve the utilization rate of novel materials becomes a problem to be solved urgently in the current building structure. The Fiber Reinforced Plastic (FRP) has the advantages of high strength, corrosion resistance, light weight and the like, and is an ideal material for replacing the steel bar in the existing reinforced concrete structure. Basalt Fiber (BFRP) is one of the commonly used fiber materials, and has a thermal expansion coefficient close to that of concrete, and excessive temperature stress is not generated between the two. However, due to the low modulus of elasticity of the BFRP bead, it is generally necessary to prestress the BFRP bead to play its main role. At present, BFRP reinforced concrete structures have been applied to some pilot engineering structures.
The load bearing columns of concrete frame structures may fail in the event of an explosion, fire, earthquake, etc., thereby causing partial or total collapse damage to the structure. Prestressed BFRP concrete frame structures are also at risk of collapse damage, and their resistance to progressive collapse is still less studied at present. When the frame structure is designed to resist collapse, a column drawing method and other static collapse analysis methods are often adopted. However, the collapse process of the structure is a dynamic process, and the dynamic impact effect cannot be reflected when the static collapse analysis is carried out, so that the collapse load needs to be corrected to reflect the influence of the dynamic impact effect.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a scientific and reasonable dereferencing method for the collapse load increase coefficient in the static collapse analysis of a prestressed BFRP (bidirectional Forwarding-reinforced concrete) reinforced concrete frame, which has high accuracy and good applicability. The invention particularly provides a calculation method of a collapse load dynamic increasing coefficient DIF, and provides a simplified calculation model, which provides a basis for correcting a collapse load during static collapse analysis of a prestressed BFRP reinforced concrete frame.
In order to achieve the purpose, the technical scheme of the invention is as follows:
the calculation method of the collapse load power increase coefficient of the prestressed BFRP reinforced concrete frame comprises the following steps:
(1) calculating the total elongation delta L of the central shaft of the frame beam, calculating the strain epsilon of the central shaft of the frame beam at the beam end of the side column, and calculating the strain increment delta epsilon of the prestressed BFRP rib at the bottom of the beam end according to the similar triangle principleB1And the strain increment delta epsilon of the beam-end top prestress BFRP ribB2；
(2) Calculating the prestress increment delta sigma of the beam bottom prestress BFRP rib at the beam end of the side column1Prestress increment delta sigma of beam top prestress BFRP rib2Calculating the beam end bending moment M according to the initial prestress and the increment thereof, and calculating the vertical displacement delta of the failure columnsCalculating the corner theta of the end section of the side column beam from the net span L of the frame beamsAccording to the angle theta of the cross section of the end of the side column beamsAnd the beam end bending moment M is used for solving the total work W of the bending moment M at the beam ends of the two side columns of the frame beamM；
(3) The total work W is done according to the bending moments of the beam ends of two side columns of the frame beamMCalculating the equivalent dynamic load P of the total external force by doing work with the load P of the failure columnd，eq；
(4) The total work W is done according to the bending moments of the beam ends of two side columns of the frame beamMCalculating total equivalent static load P with vertical load P of failure columns；
(5) According to equivalent dynamic load Pd，eqAnd total equivalent dead load PsAnd calculating a collapse load power increase coefficient DIF, and multiplying the design collapse load of the structure by the DIF to obtain a collapse load correction value considering the impact influence of load power.
Further, the total elongation delta L of the central shaft of the frame beam in the step (1),Strain epsilon of frame beam central shaft at side column beam end and strain increment delta epsilon of beam bottom prestress BFRP ribB1And the strain increment delta epsilon of the beam top prestress BFRP ribB2Respectively according to the following formula:
Figure BDA0003445221760000021
Figure BDA0003445221760000022
Figure BDA0003445221760000023
Figure BDA0003445221760000024
in the formula,. DELTA.sIs the vertical displacement of the failure column caused by the load P; l is the clear span of the frame beam; h is the section height of the frame beam; e is the distance from the center of gravity of the prestressed BFRP rib to the neutral axis of the beam section; lbTaking (1.5-2.0) hours for the length of the damaged section of the frame beam end.
Further, in the step (2), the prestress increment delta sigma of the bottom prestress BFRP rib at the beam end of the side column1Prestress increment delta sigma of prestressed BFRP web at beam top2Beam end bending moment M, side column beam end section corner thetasAnd total work W made by bending moments M at two side column beam ends of the frame beamMRespectively according to the following formula:
Δσ1＝ΔεB1e (formula 5)
Δσ2＝ΔεB2E (formula 6)
Figure BDA0003445221760000031
Figure BDA0003445221760000032
Figure BDA0003445221760000033
In the formula, E is the elastic modulus of the prestressed BFRP rib; a. the1The total cross-sectional area of the prestressed BFRP rib at the bottom of the beam is shown; a. the2The total cross-sectional area of the prestressed BFRP rib at the top of the beam is shown, when the prestressed BFRP rib is arranged on the beam bottom only, A2＝0；σ01And σ02Initial prestressing of the bottom and top prestressed BFRP-ribs of the beam, respectively.
Further, the equivalent dynamic load P of the total external force in the step (3)d，eqCalculated according to the following formula:
Figure BDA0003445221760000034
further, the total equivalent static load P in the step (4)sCalculated according to the following formula:
Figure BDA0003445221760000035
further, the collapse load power increase coefficient DIF in the step (5) is calculated by the following formula
DIF＝Ps/Pd，eq(formula 12).
Further, when calculating the DIF value of the concrete frame collapse load power increase coefficient, the following basic assumptions are made: firstly, all damages are concentrated at the beam ends, and the middle part of the beam is in an elastic working state; not considering the energy loss caused by concrete cracking; the work of the non-prestressed tendons at the end parts of the side columns and the beams in the collapse process is not considered; and fourthly, the ends of the frame beams close to the side columns have the same rotating angle.
The invention also provides a calculation model, and the calculation model is used for increasing the collapse load power of the prestressed BFRP reinforced concrete frameFitting the DIF value obtained by the coefficient calculation method, wherein the calculation model is DIF along with the flex span ratio deltasA calculation model of/L change, wherein a calculation formula of the calculation model is as follows:
Figure BDA0003445221760000041
the invention also provides a collapse load value taking method for performing static collapse analysis on the prestressed BFRP reinforced concrete frame by using the mathematical computation model, which comprises the following steps:
(1) setting the displacement limit value of the structure at the failure column to be delta'sCalculating flex span ratio delta's/L；
(2) Determination of Δ 'from (formula 13)'sDIF value corresponding to/L;
(3) and (3) during static collapse analysis, taking the product of the static collapse load and the DIF value calculated in the step (2) as the collapse load actually applied to the structure.
The invention provides a calculation method of a collapse load power increase coefficient DIF and a simplified calculation model of the DIF based on an energy conservation principle and combined with the damage characteristic of a prestressed BFRP rib. Based on a calculation model of the DIF, the value of the static collapse load power increase coefficient DIF can be determined by predicting the vertical displacement of the corresponding structural part after the frame column of the type fails, and the collapse load adopted in the static collapse analysis is the product of the static collapse load and the DIF. The method can provide direct basis for the static collapse analysis of the prestressed BFRP reinforced concrete frame.
The invention has the following beneficial effects:
(1) the invention considers the influence of the work done by the prestressed BFRP rib in the process of structure collapse and can more truly reflect the dynamic effect when the prestressed BFRP reinforced concrete frame structure collapses.
(2) The DIF calculation process of the prestressed BFRP reinforced concrete frame structure adopts a mechanical derivation process, and the proposed DIF mathematical calculation model provides a reliable basis for the anti-collapse risk control of the prestressed BFRP reinforced concrete frame.
Drawings
FIG. 1 is an overall schematic view of a prestressed BFRP concrete frame structure;
FIG. 2 is a schematic diagram of the deformation of a prestressed BFRP concrete frame substructure; notation in the figure: 1 is the clear span L of the frame beam, and 2 is the vertical displacement delta of the failure column s3 is a vertical load P of the failure column, 4 is a beam column joint detail part, 5 is a side column, and 6 is the failure column;
FIG. 3 is a detailed view of a side column beam end node in a prestressed BFRP reinforced concrete frame structure; notation in the figure: 7 is the strain increment delta epsilon corresponding to the beam bottom prestress BFRP rib B18 is the distance e from the center of gravity of the prestressed BFRP rib to the neutral axis of the beam section, and 9 is the corner theta of the beam end section of the side columnsAnd 10 is the prestress increment delta sigma of the prestressed BFRP rib at the bottom of the beam 111 is a beam bottom prestress BFRP rib, 12 is a beam section neutral axis, and 13 is the strain of a frame beam neutral axis at the end of a side column beamεAnd 14 is the strain increment delta epsilon corresponding to the top prestress BFRP rib of the beam end B215 is a beam top prestressed BFRP rib, 16 is a prestressed increment delta sigma of the beam top prestressed BFRP rib2；
FIG. 4 shows DIF and ΔsGraph of the/L relationship.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
Examples
As shown in fig. 1, in this embodiment, a first-layer two-span substructure in a prestressed BFRP reinforced concrete frame structure is selected as a research object, and the calculation of the concrete frame collapse load dynamic increase coefficient DIF value includes the following steps:
the following basic assumptions are made prior to the calculation: firstly, all damages are concentrated at the beam ends, and the middle part of the beam is in an elastic working state; not considering the energy loss caused by concrete cracking; the work of the non-prestressed tendons at the end parts of the side columns and the beams in the collapse process is not considered; and fourthly, the ends of the frame beams close to the side columns have the same rotating angle.
The specific calculation steps are as follows:
(1) calculating the total elongation delta L of the central shaft of the frame beam, calculating the strain epsilon of the central shaft of the frame beam at the beam end of the side column, and calculating the strain increment delta epsilon of the prestressed BFRP rib at the bottom of the beam end according to the similar triangle principleB1And the strain increment delta epsilon of the beam-end top prestress BFRP ribB2(as shown in fig. 2), the calculation formula is as follows:
Figure BDA0003445221760000051
Figure BDA0003445221760000052
Figure BDA0003445221760000061
Figure BDA0003445221760000062
in the formula,. DELTA.sIs the vertical displacement of the failure column caused by the load P; l is the clear span of the frame beam; h is the section height of the frame beam; e is the distance from the center of gravity of the prestressed BFRP rib to the neutral axis of the beam section; lbTaking (1.5-2.0) hours for the length of the damaged section of the frame beam end.
(2) Calculating the prestress increment delta sigma of the beam bottom prestress BFRP rib at the beam end of the side column1Prestress increment delta sigma of beam top prestress BFRP rib2Calculating the beam end bending moment M according to the initial prestress and the increment thereof, and calculating the vertical displacement delta of the failure columnsCalculating the corner theta of the end section of the side column beam from the net span L of the frame beamsAccording to the angle theta of the cross section of the end of the side column beamsAnd the beam end bending moment M is used for solving the total work W of the bending moment M at the beam ends of the two side columns of the frame beamM(as shown in fig. 3), the calculation formula is as follows:
Δσ1＝Δε11e (formula 5)
Δσ2＝ΔδB2E (formula 6)
Figure BDA0003445221760000063
Figure BDA0003445221760000064
Figure BDA0003445221760000065
In the formula, E is the elastic modulus of the prestressed BFRP rib; a. the1The total cross-sectional area of the prestressed BFRP rib at the bottom of the beam is shown; a. the2The total cross-sectional area of the prestressed BFRP rib at the top of the beam is shown, when the prestressed BFRP rib is arranged on the beam bottom only, A2＝0；σ01And σ02Initial prestressing of the bottom and top prestressed BFRP-ribs of the beam, respectively.
(3) The total work W is done according to the bending moments of the beam ends of two side columns of the frame beamMCalculating the equivalent dynamic load P of the total external force by doing work with the load P of the failure columnd，eqThe calculation formula is as follows:
Figure BDA0003445221760000066
(4) the total work W is done according to the bending moments of the beam ends of two side columns of the frame beamMCalculating total equivalent static load P with vertical load P of failure columnsThe calculation formula is as follows:
Figure BDA0003445221760000071
(5) according to equivalent dynamic load Pd，eqAnd total equivalent dead load PsCalculating DIF, wherein the calculation formula is as follows:
DIF＝Ps/Ps，eq(formula 12).
In the embodiment, a large number of prestressed BFRP reinforced concrete frame structures are simulated through finite element software and extractedAnd (4) load and displacement relation data. Calculating corresponding DIF value according to the calculation method, and finally fitting DIF span ratio deltasA mathematical calculation model of the/L variation (as shown in FIG. 4), the model calculation formula is as follows:
Figure BDA0003445221760000072
in practical application, the implementation steps of the static collapse analysis by using the DIF of the invention are as follows:
(1) setting the displacement limit value of the structure at the failure column as delta, and calculating the bending span ratio delta/L;
(2) the DIF value corresponding to Δ/L is determined using (equation 13).
(3) And (3) during static collapse analysis, taking the product of the static collapse load and the DIF value calculated in the step (2) as the collapse load actually applied to the structure.
Although the present invention has been described with respect to the preferred embodiments, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.

Claims (9)

1.预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于，包括如下步骤：1. The calculation method for the dynamic increase coefficient of the collapse load of the prestressed BFRP reinforced concrete frame is characterized in that, comprising the steps: (1)计算框架梁中心轴的总伸长量ΔL，求出边柱梁端框架梁中心轴的应变ε，根据相似三角形原理求出梁端底部预应力BFRP筋的应变增量ΔεB1和梁端顶部预应力BFRP筋的应变增量ΔεB2；(1) Calculate the total elongation ΔL of the central axis of the frame beam, obtain the strain ε of the central axis of the frame beam at the end of the side-column beam, and calculate the strain increment Δε B1 of the prestressed BFRP reinforcement at the bottom of the beam end according to the principle of similar triangles and the beam Strain increment Δε B2 of prestressed BFRP bars at the top of the end; (2)计算边柱梁端处的梁底部预应力BFRP筋的预应力增量Δσ1，梁顶部预应力BFRP筋的预应力增量Δσ2，根据初始预应力及其增量求出梁端弯矩M，又由失效柱竖向位移Δs和框架梁净跨L求出边柱梁端截面转角θs，根据边柱梁端截面转角θs和梁端弯矩M求出框架梁两个边柱梁端弯矩M做的总功WM；(2) Calculate the prestress increment Δσ 1 of the prestressed BFRP bars at the bottom of the beam at the end of the side column beam, and the prestress increment Δσ 2 of the prestressed BFRP bars at the top of the beam, and calculate the beam end according to the initial prestress and its increment. Bending moment M, and from the vertical displacement Δ s of the failed column and the net span L of the frame beam to obtain the side-column beam end section rotation angle θ s , according to the side-column beam end section rotation angle θ s and the beam end bending moment M to obtain the frame beam two The total work W M done by the bending moment M at the end of each side column beam; (3)根据框架梁两个边柱梁端弯矩做的总功WM和失效柱荷载P做功计算总外力的等效动力荷载Pd，eq；(3) Calculate the equivalent dynamic load P d,eq of the total external force according to the total work W M done by the bending moments of the two side column beam ends of the frame beam and the work done by the failed column load P; (4)根据框架梁两个边柱梁端弯矩做的总功WM和失效柱竖向荷载P计算总的等效静荷载Ps；(4) Calculate the total equivalent static load P s according to the total work W M of the beam end bending moments of the two side columns of the frame beam and the vertical load P of the failed column; (5)根据等效动力荷载Pd，eq和总的等效静荷载Ps计算倒塌荷载动力增大系数DIF。(5) Calculate the dynamic increase factor DIF of the collapse load according to the equivalent dynamic loads P d, eq and the total equivalent static load P s . 2.如权利要求1所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于：步骤(1)中框架梁中心轴的总伸长量ΔL、边柱梁端框架梁中心轴的应变ε、梁底部预应力BFRP筋的应变增量ΔεB1和梁顶部预应力BFRP筋的应变增量ΔεB2分别按以下公式计算：2. The method for calculating the collapse load dynamic increase coefficient of a prestressed BFRP reinforced concrete frame as claimed in claim 1, characterized in that: in step (1), the total elongation ΔL of the central axis of the frame beam, the side column beam end frame beam The strain ε of the central axis, the strain increment Δε B1 of the prestressed BFRP reinforcement at the bottom of the beam, and the strain increment Δε B2 of the prestressed BFRP reinforcement at the top of the beam are respectively calculated according to the following formulas:
Figure FDA0003445221750000011
Figure FDA0003445221750000011
Figure FDA0003445221750000012
Figure FDA0003445221750000012
Figure FDA0003445221750000013
Figure FDA0003445221750000013
Figure FDA0003445221750000014
Figure FDA0003445221750000014
 式中，Δs为由荷载P引起的失效柱竖向位移；L为框架梁净跨；h为框架梁的截面高度；e为预应力BFRP筋的重心至梁截面中性轴的距离；lb为框架梁端受损段长度，取(1.5～2.0)h。where Δs is the vertical displacement of the failed column caused by the load P; L is the net span of the frame beam; h is the section height of the frame beam; e is the distance from the center of gravity of the prestressed BFRP reinforcement to the neutral axis of the beam section; l b is the length of the damaged section at the beam end of the frame, taken as (1.5～2.0)h. 3.如权利要求1所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于：步骤(2)中边柱梁端处的梁底部预应力BFRP筋的预应力增量Δσ1，梁顶部的预应力BFRP筋的预应力增量Δσ2，梁端弯矩M，边柱梁端截面转角θs和框架梁两个边柱梁端弯矩M做的总功WM分别按以下公式计算：3. the prestressed BFRP reinforced concrete frame collapse load dynamic increase coefficient calculation method as claimed in claim 1 is characterized in that: the prestress increment of the beam bottom prestressed BFRP reinforcement at the side column beam end in the step (2) Δσ 1 , the prestress increment Δσ 2 of the prestressed BFRP bars at the top of the beam, the bending moment M at the beam end, the corner angle θ s of the end section of the side column beam and the total work W M done by the bending moment M of the two side column beam ends of the frame beam Calculated according to the following formulas: Δσ1＝ΔεB1·E (式5)Δσ 1 =Δε B1 ·E (Equation 5) Δσ2＝ΔεB2·E (式6)Δσ 2 =Δε B2 ·E (Equation 6)
Figure FDA0003445221750000021
Figure FDA0003445221750000021
Figure FDA0003445221750000022
Figure FDA0003445221750000022
Figure FDA0003445221750000023
Figure FDA0003445221750000023
 式中，E为预应力BFRP筋的弹性模量；A1为梁底部预应力BFRP筋总截面面积；A2为梁顶部预应力BFRP筋总截面面积，当预应力BFRP筋仅在梁底布筋时，A2＝0；σ01和σ02分别为梁底部和顶部预应力BFRP筋的初始预应力。In the formula, E is the elastic modulus of the prestressed BFRP bars; A1 is the total cross-sectional area of the prestressed BFRP bars at the bottom of the beam; A2 is the total cross - sectional area of the prestressed BFRP bars at the top of the beam. When the reinforcement is used, A 2 =0; σ 01 and σ 02 are the initial prestress of the prestressed BFRP reinforcement at the bottom and top of the beam, respectively. 4.如权利要求1所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于：步骤(3)中总外力的等效动力荷载Pd，eq按照下式计算：4. the prestressed BFRP reinforced concrete frame collapse load dynamic increase coefficient calculation method as claimed in claim 1 is characterized in that: the equivalent dynamic load P d of total external force in step (3), eq is calculated according to the following formula:
Figure FDA0003445221750000024
Figure FDA0003445221750000024
 5.如权利要求1所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于：步骤(4)中总的等效静荷载Ps按照下式计算：5. The method for calculating the dynamic increase coefficient of collapse load of prestressed BFRP reinforced concrete frame as claimed in claim 1, is characterized in that: in step (4), total equivalent static load P s is calculated according to the following formula:
Figure FDA0003445221750000025
Figure FDA0003445221750000025
 6.如权利要求1所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于：步骤(5)中倒塌荷载动力增大系数DIF按下式计算：6. prestressed BFRP reinforced concrete frame collapse load dynamic increase coefficient calculation method as claimed in claim 1 is characterized in that: in step (5), collapse load dynamic increase coefficient DIF is calculated as follows: DIF＝Ps/Pd，eq (式12)。DIF=P s /P d,eq (Equation 12). 7.如权利要求1所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法，其特征在于：在进行所述混凝土框架倒塌荷载动力增大系数DIF值的计算时，做出以下基本假定：①所有损伤均集中在梁端，梁中部处于弹性工作状态；②不考虑混凝土开裂引起的能量损失；③不考虑边柱梁端部非预应力筋在倒塌过程中所做的功；④靠近边柱的框架梁端具有相同的旋转角度。7. The prestressed BFRP reinforced concrete frame collapse load dynamic increase coefficient calculation method as claimed in claim 1, is characterized in that: when carrying out the calculation of the collapse load dynamic increase coefficient DIF value of the concrete frame, the following basic steps are made: Assumptions: ①All damages are concentrated at the beam end, and the middle of the beam is in elastic working state; ②The energy loss caused by concrete cracking is not considered; ③The work done by the non-prestressed tendons at the end of the side column beam during the collapse process is not considered; ④ The ends of the frame beams near the side columns have the same rotation angle. 8.一种计算模型，其特征在于：所述计算模型是通过权利要求1-7任一项所述的预应力BFRP筋混凝土框架倒塌荷载动力增大系数计算方法得到的DIF值拟合而成，所述计算模型为DIF随挠跨比Δs/L变化的计算模型，所述计算模型的计算公式如下：8. A calculation model, characterized in that: the calculation model is fitted by the DIF value obtained by the calculation method for the dynamic increase coefficient of collapse load of a prestressed BFRP reinforced concrete frame according to any one of claims 1-7. , the calculation model is the calculation model of the change of DIF with the deflection-span ratio Δs /L, and the calculation formula of the calculation model is as follows:
Figure FDA0003445221750000031
Figure FDA0003445221750000031
 9.利用权利要求8所述的计算模型进行预应力BFRP筋混凝土框架的静力倒塌分析的方法，其特征在于，包括如下步骤：9. utilize the calculation model described in claim 8 to carry out the method for the static collapse analysis of prestressed BFRP reinforced concrete frame, is characterized in that, comprises the steps: (1)设定结构在失效柱处的位移限值为Δ′s，计算挠跨比Δ′s/L；(1) Set the displacement limit of the structure at the failed column as Δ′ s , and calculate the deflection-span ratio Δ′ s /L; (2)利用(式13)确定与Δ′s/L对应的DIF值；(2) Use (Equation 13) to determine the DIF value corresponding to Δ′ s /L; (3)在进行静力倒塌分析时，实际施加在结构上的倒塌荷载取静力倒塌荷载与步骤(2)计算所得DIF值的乘积。(3) During the static collapse analysis, the actual collapse load applied to the structure is the product of the static collapse load and the DIF value calculated in step (2).
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