CN102749246A  Prestress type steelconcrete structure using performance design method  Google Patents
Prestress type steelconcrete structure using performance design method Download PDFInfo
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 CN102749246A CN102749246A CN2011104366598A CN201110436659A CN102749246A CN 102749246 A CN102749246 A CN 102749246A CN 2011104366598 A CN2011104366598 A CN 2011104366598A CN 201110436659 A CN201110436659 A CN 201110436659A CN 102749246 A CN102749246 A CN 102749246A
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Abstract
The present invention relates to a prestress type steelconcrete structure design, and belongs to the field of civil engineering. The prestress type steelconcrete structure using performance design method is characterized by: considering constraint and distribution thereof, wherein the using performance design during structure construction designing comprises calculating deflection of a frame beam under a normal use limit state and carrying out checking computation on a maximum crack width of the frame beam. Considerations of the constraint and the distribution thereof are the entity generated by the internal forces, the constraint causes the influence of the secondary axial force, such that the prestressed frame beam becomes a tension bending member from a flexural member so as to impact deflection and crack width of the prestressed frame beam. With the calculation formula of the design method provided by the present invention, the influence of the secondary axial force is considered, and the prestress type steelconcrete structure design theory is quantitatively established by using a constraint viewpoint.
Description
Technical field
The present invention relates to the design of prestress steel reinforced concrete structure, relate in particular to the usability method for designing of prestress steel reinforced concrete structure.
Background technology
Modern prestressed structure system is meant the prestressed structure system of getting up with high performance material, modern Design and advanced construction technology construction with highstrength, be current technological most advanced, purposes the most extensively, one of the most rising a kind of building structure pattern.At large public building, encorbelment greatly, stride greatly in the buildingss such as heavily loaded industrial building, skyscraper, bigandmiddle span bridge, large special structure, television tower, nuclear power plant containment shell, ocean platform and be used widely.Prestress steel reinforced concrete (PSRC) structure is as a kind of new modern prestressed structure, can very effective adaptation modern architecture Development Trend, satisfy the demand of modern structure.Girder with rolled steel section en cased in concrete is applied prestress, can enlarge the elastic range of material, make full use of Materials with High Strength more, the performance material behavior alleviates dead load; Improve ultimate bearing capacity, reduce malformation; Postpone the appearance of hogging moment area distress in concrete; The rigidity of enhanced type steel beams of concrete reduces stress amplitude effectively, the fatigue lifetime of enhanced type steel beams of concrete.
Compare with common prestressed concrete, the prestress girder with rolled steel section en cased in concrete has following characteristics: (1) good seismic resistance; (2) easy construction; (3) shearcarrying capacity is big; (4) section rigidity is big, and amount of deflection control easily.Compare girder with rolled steel section en cased in concrete, the PSRC beam then has following characteristics: (1) spandepth radio can suitably be amplified; (2) delay crack developing; (3) amount of deflection control more is prone to satisfy; (4) steel using amount reduces; (5) construction is complicated, with high content of technology.
Using the earliest of prestress steel reinforced concrete structure mainly is the conversion layer structure of skyscraper, after multidigit scholar and practitioner's development and perfect, gradually because its excellent characteristic is used expansion gradually.But from method for designing; The principle of work that current inner forces calculation method about prestressed reinforced concrete construction mainly is based on the prestressed concrete continuous beam structure is set up; In fact the structure that calculates during design is based on the prestressed reinforced concrete construction of ignoring constraint (lateral confinement); The vertical members such as post, shear wall and tube of promptly not considering prestressed concrete frame structure, platecolumn structure, frameshear structure, framedtube structure etc. are to prestressed influence, and vertical members such as true upper prop, shear wall and tube have very big influence to prestressed transmission.And show through the longterm research of this seminar; Have in the complicated structure that retrains abovementioned; Because receive the influence of post lateral deformation stiffness, the effective prestress in the prestressed concrete beam has bigger reduction, if according to the design of not considering in the present design to retrain; Then the normal use of actual prestressed concrete beam and ultimate bearing capacity just can't satisfy structural requirement; And the prestress steel reinforced concrete structure with respect to common prestressed reinforced concrete construction because the existence of builtin shaped steel, in rigidity, the crack development of load action lower member and to work in coordination with loadbearing capacity different, when the complicated prestress steel reinforced concrete structure that retrains being arranged by the current methods designing and calculating; To bring potential safety hazard to engineering, therefore reasonably design must be considered constraint and builtin shaped steel and concrete Structural Influence.
At present, the prestress steel reinforced concrete structure is not seen abroad has theoretical research and practical applications.At home; A small amount of experimental study with the prestress steel reinforced concrete structure is only arranged; And shortage is to the research of prestress steel reinforced concrete structure System Design theoretical system; This emerging unitized construction form of prestress steel reinforced concrete structure is only done preliminary trial, also do not formed theoretical foundation, the analysis design method that instructs practical applications, more do not had corresponding standard rules to according to.
Summary of the invention
Technical matters to be solved by this invention provides a kind of usability method for designing of prestress steel reinforced concrete structure; Ignore constraint when solving present method for designing owing to calculating; Cause the normal usability of actual prestressed concrete beam can't satisfy structural requirement, and bring the defective of potential safety hazard to engineering.
Technical scheme
A kind of usability method for designing of prestress steel reinforced concrete structure; It is characterized in that: consider constraint and distribution thereof; When in design, setting up structure to the design of usability comprise to Vierendeel girder under serviceability limit state Calculation of Deflection and to Vierendeel girder checking computations maximum crack width
The camber that following amount of deflection f1 that the amount of deflection of the firm concrete flexural member of prestressing force type is produced by working load and prestressing force cause is that antiarch amount of deflection f2 two parts are formed; Then the combined deflection of prestressing force steel reinforced concrete frame span centre is: f=f1f2, and the amount of deflection of said Vierendeel girder under serviceability limit state can be calculated with the method for structural mechanics based on the rigidity of member;
Said maximum crack width should calculate by the shortterm effect combination of load and the influence of consideration longterm effect combination, considers that the unevenness of fracture width distribution and the maximum crack width of load longterm effect combined effect should calculate by following formula:
Wherein,
${\mathrm{\σ}}_{\mathrm{Sk}}=\frac{{M}_{k}\±{M}_{2}{N}_{p0}(z{e}_{p})+{N}_{2}(a+zh/2)}{z({A}_{s}+{A}_{P}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}})},$ ${d}_{\mathrm{Eq}}=\frac{4({A}_{s}+{A}_{p}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}})}{u},$ ${\mathrm{\ρ}}_{\mathrm{Te}}=\frac{{A}_{s}+{A}_{p}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}}}{0.5\mathrm{Bh}},$
In the abovementioned formula: α
_{Cr}the member stress characteristic coefficient is got α
_{Cr}=1.7,
Ψconsider the reinforcing bar strain nonuniformity coefficient of shaped steel edge of a wing effect; When Ψ＜0.4, get Ψ=0.4; When Ψ＞1.0, get Ψ=1.0,
Clongitudinal tensile concrete cover to reinforcement thickness,
σ
_{Sk}consider that shaped steel receives the reinforcement stresses value of pull wing edge and part web and tension reinforcement,
Esreinforcing bar elastic modulus,
d
_{Eq}, ρ
_{Te}consider that shaped steel receives effective diameter, the effective reinforcement rate of pull wing edge and part web and tension reinforcement,
M
_{k}press the moment of flexure value of load shortterm effect combination calculation,
Kshaped steel web influence coefficient, its value got the ratio of beam tension side 1/4 deckmolding scope median ventral plate height and whole web height,
A
_{s}, A
_{Af}longitudinal tensile reinforcing bar, shaped steel receive pull wing edge area,
A
_{Aw}shaped steel web area,
Ulongitudinal tensile reinforcing bar and shaped steel receives pull wing edge and part web girth sum,
e
_{p}deformed bar effect center of gravity arrives the distance of centroid of section axle,
M
_{2}, N
_{2}the framework parasitic moment, secondary axes power,
N
_{P0}the deformed bar of pretensioning system member, post stretching member and making a concerted effort of nonprestressed reinforcement,
A
_{p}the sectional area of deformed bar,
B, hbe respectively the width of Vierendeel girder section, highly.
Further; The amount of deflection of said Vierendeel girder under serviceability limit state can be calculated with the method for structural mechanics according to the rigidity of member; When the longitudinal tensile rebar ratio of prestress steel reinforced concrete frame beam was the 0.3%1.5% scope, the shortterm stiffness Bs computing formula under its load shortterm effect and the longterm effect compound action was following:
(1) rigidity of the member in crack does not appear in requirement,
B
_{s}＝0.85E
_{c}I
_{0}+E
_{a}I
_{a}，
(2) allow to occur the rigidity of crack member,
Wherein, k
_{Cr}=M
_{Cr}/ M
_{k}, ω=(1.0+0.21/ α
_{E}ρ) (1+0.45 γ
_{f})0.7, γ
_{f}=(b
_{f}b) h
_{f}/ bh
_{0},
${x}_{1}=\stackrel{\‾}{A}/b+\sqrt{{(\stackrel{\‾}{A}/b)}^{2}+2\stackrel{\‾}{W}/b},$
In the abovementioned formula: E
_{c}modulus of elasticity of concrete,
E
_{a}the shaped steel elastic modulus,
ρlongitudinal tensile reinforcing bar, shaped steel receives the pull wing edge web and the presstressed reinforcing steel ratio of reinforcement,
I
_{0}be second moment of area of tranformed section, do not comprise the shaped steel part,
Ea, Ia, Aainternallyarranged type steel bomb property modulus, moment of inertia, area of section,
M
_{k}press the moment of flexure value of load shortterm effect combination calculation,
α
_{E}the ratio of reinforcing bar elastic modulus and modulus of elasticity of concrete: α
_{E}=E
_{s}/ E
_{c},
h
_{1}the shaped steel center of gravity is to the distance at concrete compression edge,
x
_{1}behind cracking, natural axis position, transformed section,
B, hbe respectively the width of Vierendeel girder section, highly.
Further, after said maximum crack width calculated, the maximum crack width of being tried to achieve should be greater than the limit value of prestressed reinforced concrete construction regulation.
Beneficial effect
Method for designing of the present invention has taken into full account the complicated restraint condition of prestress steel reinforced concrete structure; Set up structure and consider the computing method of effect of constraint value; Use the viewpoint that retrains quantitatively to judge the quality of crack Control Measures, set up prestress steel reinforced concrete structure design theory, for engineering practice provides theoretical direction based on constraint and distribution thereof; More meet the requirement of practical structure, security performance is more outstanding.
Description of drawings
Fig. 1 is the shaped steel sectional reinforcement form synoptic diagram of prestress girder with rolled steel section en cased in concrete of the present invention.
Fig. 2 calculates synoptic diagram for Vierendeel girder maximum crack width of the present invention.
Embodiment
Below in conjunction with specific embodiment and accompanying drawing, further set forth the present invention.
The longterm research of this seminar shows; In the prestress steel reinforced concrete structure that complicated constraint is arranged; Because receive the influence of post lateral deformation stiffness; Effective prestress in the prestressed concrete beam has bigger reduction, so the normal use of actual prestressed concrete beam and ultimate bearing capacity can't satisfy structural requirement, can produce potential safety hazard to engineering.Therefore consider to propose a kind of prestress steel reinforced concrete structure method for designing, solve abovementioned two kinds of requirements, thereby eliminate safe hidden trouble based on the complicacy constraint.And this seminar also discovers, constraint and distribute and be only the essence that produces time internal force, and effective stress distributes constraint is also had certain influence is so consider comprehensively that to the design of prestress steel reinforced concrete structure the influence of inferior internal force is only science safety.The present invention proposes a kind of method for designing of the usability to the prestress girder with rolled steel section en cased in concrete, in design, considers the influence of time internal force to the usability of prestress steel reinforced concrete, thereby avoids causing puzzlement safe in utilization because of inferior internal force in actual uses.
For the shaped steel of prestress steel reinforced concrete frame beam, should adopt to be full of the real abdomen shaped steel of type, a side wing edge of its shaped steel should be positioned at compressive region, and the opposite side edge of a wing is positioned at the tensile region, shown in accompanying drawing 1.When the beam section height is higher, join the prestress girder with rolled steel section en cased in concrete of trusslike shaped steel in can adopting.
When carrying out structural internal force and The deformation calculation, cross section bendind rigidity, axial rigidity and the shear stiffness of prestress steel reinforced concrete structure member, can calculate by following regulation:
EI＝E
_{c}I
_{c}+E
_{a}I
_{a}
EA＝E
_{c}A
_{c}+E
_{a}A
_{a}
GA＝G
_{c}A
_{c}+G
_{a}A
_{a}
EI, EA, GA in the formulamember section bendind rigidity, axial rigidity, shear stiffness; E
_{c}I
_{c}, E
_{c}A
_{c}, G
_{c}A
_{c}cross section bendind rigidity, axial rigidity, the shear stiffness of reinforced concrete part; E
_{a}I
_{a}, E
_{a}A
_{a}, G
_{a}A
_{a}cross section bendind rigidity, axial rigidity, the shear stiffness of shaped steel or steel pipe part.
Consider constraint and distribute, when in design, setting up structure to the design of usability comprise to Vierendeel girder under serviceability limit state Calculation of Deflection and to Vierendeel girder checking computations maximum crack width.Considering constraint and distributing is the essence that time internal force produces, because the influence of the secondary axes power that constraint causes makes prestressed frame beam become stretch bending component by flexural member, its amount of deflection and fracture width is exerted an influence.
And the amount of deflection of prestress steel reinforced concrete frame beam under serviceability limit state can be calculated with the method for structural mechanics according to the rigidity of member.In the uniform cross section member, can suppose the equal stiffness in each jack per line moment of flexure section, and take the rigidity at maximal bending moment place in this section.
Following amount of deflection (the f that the amount of deflection of the firm concrete flexural member of prestress type is produced by working load
_{1}) and the camber that causes of prestress (claim antiarch amount of deflection f again
_{2}) two parts composition, then the combined deflection of prestress steel reinforced concrete frame span centre is: f=f
_{1}f
_{2}
When the longitudinal tensile rebar ratio of prestress steel reinforced concrete frame beam is the 0.3%1.5% scope, the shortterm stiffness B under its load shortterm effect and the longterm effect compound action
_{s}, can calculate by following formula:
(1) rigidity of the member in crack does not appear in requirement
B
_{s}＝0.85E
_{c}I
_{0}+E
_{a}I
_{a}
(2) allow to occur the rigidity of crack member
Wherein, k
_{Cr}=M
_{Cr}/ M
_{k}, ω=(1.0+0.21/ α
_{E}ρ) (1+0.45 γ
_{f})0.7
As ρ '
_{Sa}During a=0, θ=2.0;
As ρ '
_{Sa}=ρ
_{Sa}The time, θ=1.6;
As ρ '
_{Sa}During for intermediate value, θ takes by linear interpolation.
In the abovementioned formula: ρ
_{Sa}longitudinal tensile reinforcing bar, presstressed reinforcing steel and the shaped steel of the configuration of beam section tensile region receive the sectional reinforcement rate of pull wing edge area sum, ρ
_{Sa}=(A
_{s}+ A
_{p}+ A
_{Af})/bh
_{0}
ρ '
_{Sa}the vertical compression steel of beam section compressive region configuration and the sectional reinforcement rate of shaped steel compression flange area sum, ρ '
_{Sa}=(A '
_{s}+ A '
_{p}+ A '
_{Af})/bh
_{0}
E
_{c}modulus of elasticity of concrete; E
_{a}the shaped steel elastic modulus; Esreinforcing bar elastic modulus;
ρlongitudinal tensile reinforcing bar, shaped steel receives the pull wing edge web and the presstressed reinforcing steel ratio of reinforcement;
I
_{0}be second moment of area of tranformed section, do not comprise the shaped steel part;
Ea, Ia, Aainternallyarranged type steel bomb property modulus, moment of inertia, area of section;
M
_{k}press the moment of flexure value of load shortterm effect combination calculation; M
_{l}press the moment of flexure value of load longterm effect combination calculation;
θconsider the influence coefficient that the combination of load longterm effect increases amount of deflection;
A
_{s}, A '
_{s}longitudinal tensile, compression steel area; A
_{Af}, A '
_{Af}shaped steel receives pull wing edge, compression flange area of section;
α
_{E}the ratio of reinforcing bar elastic modulus and modulus of elasticity of concrete: α
_{E}=E
_{s}/ E
_{c}
Kshaped steel web influence coefficient is the ratio of beam tension side 1/4 deckmolding scope endosternum height and whole web height;
h
_{1}the shaped steel center of gravity is to the distance at concrete compression edge;
x
_{1}behind cracking, natural axis position, transformed section;
 Conversionsectional area;?
?
relative to the compression section of the edge of the static torque;
υconcrete elasticity coefficient: υ under short time loading=0.85, υ under action of longterm load=0.4.
And answer the checking computations fracture width for prestress steel reinforced concrete frame beam, maximum crack width should calculate by the shortterm effect combination of load and the influence of consideration longterm effect combination.
Consider that the unevenness of fracture width distribution and the maximum crack width (by mm) of load longterm effect combined effect should calculate (shown in accompanying drawing 2) by following formula, the maximum crack width of being tried to achieve should be greater than the limit value of prestressed reinforced concrete construction regulation.
Wherein,
$\mathrm{\ψ}=1.1(1\frac{{M}_{\mathrm{Cr}}}{{M}_{K}{N}_{\mathrm{Pe}}{e}_{p}}),$ ${\mathrm{\σ}}_{\mathrm{Sk}}=\frac{{M}_{k}\±{M}_{2}{N}_{p0}(z{e}_{p})+{N}_{2}(a+zh/2)}{z({A}_{s}+{A}_{P}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}})}$
u＝π∑n
_{i}v
_{i}d
_{i}+(2b
_{f}+2t
_{f}+2kh
_{aw})×0.315，
z＝[0.87012(1r′
_{f})(h
_{e}/e)
^{2}]h
_{0}，
${h}_{e}=\frac{{h}_{0s}+{h}_{0p}+{h}_{0\mathrm{af}}}{3}$
In the abovementioned formula: M
_{k}press the moment of flexure value of load shortterm effect combination calculation;
M
_{Cr}Vierendeel girder cross section cracking resistance moment of flexure;
α
_{Cr}the member stress characteristic coefficient is got α
_{Cr}=1.7;
Clongitudinal tensile concrete cover to reinforcement thickness;
Ψconsider the reinforcing bar strain nonuniformity coefficient of shaped steel edge of a wing effect; When Ψ＜0.4, get Ψ=0.4; When Ψ＞1.0, get Ψ=1.0;
Kshaped steel web influence coefficient, its value got the ratio of beam tension side 1/4 deckmolding scope median ventral plate height and whole web height;
v
_{i}be the relative bonding characteristic coefficient of tensile region i kind longitudinal reinforcement, the relative bonding characteristic coefficient of shaped steel is 0.45X0.7=0.315;
Nlongitudinal tensile number of steel bars;
b
_{f}, t
_{f}receive pull wing edge width, thickness;
d
_{Eq}, ρ
_{Te}consider that shaped steel receives effective diameter, the effective reinforcement rate of pull wing edge and part web and tension reinforcement;
σ
_{Sk}consider that shaped steel receives the reinforcement stresses value of pull wing edge and part web and tension reinforcement;
A
_{s}, A
_{Af}longitudinal tensile reinforcing bar, shaped steel receive pull wing edge area;
A
_{Aw}, h
_{Aw}shaped steel web area, highly;
h
_{0s}, h
_{0af}, h
_{0p}longitudinal tensile reinforcing bar, shaped steel receive the distance at pull wing edge, presstressed reinforcing steel center of gravity to concrete section pressurized edge;
Ulongitudinal tensile reinforcing bar and shaped steel receives pull wing edge and part web girth sum;
e
_{p}deformed bar effect center of gravity is to the distance of centroid of section axle;
h
_{e}tension reinforcement, shaped steel receive pull wing edge, part to be drawn web and presstressed reinforcing steel equivalent height;
N
_{Pe}the effective pull of deformed bar;
M
_{2}, N
_{2}framework parasitic moment, secondary axes power;
N
_{P0}the deformed bar of pretensioning system member, post stretching member and making a concerted effort of nonprestressed reinforcement;
A
_{p}the sectional area of deformed bar;
B, hbe respectively the width of Vierendeel girder section, highly;
R '
_{f}the ratio of compression flange area of section and web effective crosssectional area;
Ethe distance in axle pressure application point to longitudinal tensile adhesion of tendon and muscle after injury force.
Abovementioned requirement to prestress steel reinforced concrete structure function in fact promptly has enough rigidity and anticrack ability, and its distortion when normal use the, fracture width, reinforcing bar and concrete stress satisfy the requirement of limit value; Should have the ability of enough keeping its usability, in the design life of regulation, under normal maintenance and service condition, reinforcing bar resistant to rust ability, concrete be antidegrades and ability such as resistance to wear meets the demands.
Claims (3)
1. the usability method for designing of a prestress steel reinforced concrete structure; It is characterized in that: consider constraint and distribution thereof; When in design, setting up structure to the design of usability comprise to Vierendeel girder under serviceability limit state Calculation of Deflection and to Vierendeel girder checking computations maximum crack width
The camber that following amount of deflection f1 that the amount of deflection of the firm concrete flexural member of prestressing force type is produced by working load and prestressing force cause is that antiarch amount of deflection f2 two parts are formed; Then the combined deflection of prestressing force steel reinforced concrete frame span centre is: f=f1f2, and the amount of deflection of said Vierendeel girder under serviceability limit state can be calculated with the method for structural mechanics based on the rigidity of member;
Said maximum crack width should calculate by the shortterm effect combination of load and the influence of consideration longterm effect combination, considers that the unevenness of fracture width distribution and the maximum crack width of load longterm effect combined effect should calculate by following formula:
Wherein,
${\mathrm{\σ}}_{\mathrm{Sk}}=\frac{{M}_{k}\±{M}_{2}{N}_{p0}(z{e}_{p})+{N}_{2}(a+zh/2)}{z({A}_{s}+{A}_{P}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}})},$ ${d}_{\mathrm{Eq}}=\frac{4({A}_{s}+{A}_{p}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}})}{u},$ ${\mathrm{\ρ}}_{\mathrm{Te}}=\frac{{A}_{s}+{A}_{p}+{A}_{\mathrm{Af}}+k{A}_{\mathrm{Aw}}}{0.5\mathrm{Bh}},$
In the abovementioned formula: α
_{Cr}the member stress characteristic coefficient is got α
_{Cr}=1.7,
Ψconsider the reinforcing bar strain nonuniformity coefficient of shaped steel edge of a wing effect; When Ψ＜0.4, get Ψ=0.4; When Ψ＞1.0, get Ψ=1.0,
Clongitudinal tensile concrete cover to reinforcement thickness,
σ
_{Sk}consider that shaped steel receives the reinforcement stresses value of pull wing edge and part web and tension reinforcement,
Esreinforcing bar elastic modulus,
d
_{Eq}, ρ
_{Te}consider that shaped steel receives effective diameter, the effective reinforcement rate of pull wing edge and part web and tension reinforcement,
M
_{k}press the moment of flexure value of load shortterm effect combination calculation,
Kshaped steel web influence coefficient, its value got the ratio of beam tension side 1/4 deckmolding scope median ventral plate height and whole web height,
A
_{s}, A
_{Af}longitudinal tensile reinforcing bar, shaped steel receive pull wing edge area,
A
_{Aw}shaped steel web area,
Ulongitudinal tensile reinforcing bar and shaped steel receives pull wing edge and part web girth sum,
e
_{p}deformed bar effect center of gravity arrives the distance of centroid of section axle,
M
_{2}, N
_{2}the framework parasitic moment, secondary axes power,
N
_{P0}the deformed bar of pretensioning system member, post stretching member and making a concerted effort of nonprestressed reinforcement,
A
_{p}the sectional area of deformed bar,
B, hbe respectively the width of Vierendeel girder section, highly.
2. the usability method for designing of prestress steel reinforced concrete structure as claimed in claim 1; It is characterized in that: the amount of deflection of said Vierendeel girder under serviceability limit state can be calculated with the method for structural mechanics according to the rigidity of member; When the longitudinal tensile rebar ratio of prestress steel reinforced concrete frame beam was the 0.3%1.5% scope, the shortterm stiffness Bs computing formula under its load shortterm effect and the longterm effect compound action was following:
(1) rigidity of the member in crack does not appear in requirement,
B
_{s}＝0.85E
_{c}I
_{0}+E
_{a}I
_{a}，
(2) allow to occur the rigidity of crack member,
Wherein, k
_{Cr}=M
_{Cr}/ M
_{k}, ω=(1.0+0.21/ α
_{E}ρ) (1+0.45 γ
_{f})0.7, γ
_{f}=(b
_{f}b) h
_{f}/ bh
_{0},
${x}_{1}=\stackrel{\‾}{A}/b+\sqrt{{(\stackrel{\‾}{A}/b)}^{2}+2\stackrel{\‾}{W}/b},$
In the abovementioned formula: E
_{c}modulus of elasticity of concrete,
E
_{a}the shaped steel elastic modulus,
ρlongitudinal tensile reinforcing bar, shaped steel receives the pull wing edge web and the presstressed reinforcing steel ratio of reinforcement,
I
_{0}be second moment of area of tranformed section, do not comprise the shaped steel part,
Ea, Ia, Aainternallyarranged type steel bomb property modulus, moment of inertia, area of section,
M
_{k}press the moment of flexure value of load shortterm effect combination calculation,
α
_{E}the ratio of reinforcing bar elastic modulus and modulus of elasticity of concrete: α
_{E}=E
_{s}/ E
_{c},
h
_{1}the shaped steel center of gravity is to the distance at concrete compression edge,
x
_{1}behind cracking, natural axis position, transformed section,
b
_{f}, h
_{f}the Vierendeel girder flange width, highly.
3. according to claim 1 or claim 2 the usability method for designing of prestress steel reinforced concrete structure, it is characterized in that: after said maximum crack width calculated, the maximum crack width of being tried to achieve should be greater than the limit value of prestressed reinforced concrete construction regulation.
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CN109030333A (en) *  20180827  20181218  长沙理工大学  Prestressed Concrete Bridges corrosion fatigue life prediction technique 
CN109815436A (en) *  20181205  20190528  田淑明  Shake can repair Method for Checking in small eccentricity tension concrete shear force wall 
CN109632219A (en) *  20181226  20190416  启迪设计集团股份有限公司  The test method of armored concrete beam deflection 
CN110147622A (en) *  20190523  20190820  重庆交通大学  Determine the method that full assembled steelmixes the fracture width of composite beam bridge 
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