CN105839551A - Unbonded prestress and steel-concrete composite reinforcement design method for concrete T-shaped beams - Google Patents
Unbonded prestress and steel-concrete composite reinforcement design method for concrete T-shaped beams Download PDFInfo
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Abstract
The invention discloses an unbonded prestress and steel-concrete composite reinforcement design method for concrete T-shaped beams. The unbonded prestress and steel-concrete composite reinforcement design method includes steps of firstly, determining unbonded prestress and steel plate-concrete composite reinforcement structures for the reinforcement T-shaped beams; secondly, determining structural parameters of the T-shaped beams prior to reinforcement; thirdly, determining structural parameters of the composite reinforcement structures, to be more specific, initializing the parameters, computing the maximum theoretical thicknesses of reinforcement steel plates, determining the thicknesses of the reinforcement steel plates and the thickness of concrete and determining the heights of longitudinal side steel plates and the widths of bottom steel plates. Each composite reinforcement structure comprises the corresponding bottom steel plate, the two longitudinal side steel plates and a steel bushing case, each steel bushing case comprises two end blocking steel plates, and a plurality of unbonded prestress reinforcing steel bars are arranged in each steel bushing case. The unbonded prestress and steel-concrete composite reinforcement design method has the advantages that the steps are simple, the unbonded prestress and steel-concrete composite reinforcement design method is reasonable in design and convenient to implement, good service effects can be realized, the structural parameters of the bridge composite reinforcement structures can be easily, conveniently and quickly determined, the bridge composite reinforcement structures designed by the aid of the unbonded prestress and steel-concrete composite reinforcement design method are economical and practical, and good reinforcement effects can be realized by the bridge composite reinforcement structures.
Description
Technical field
The invention belongs to Technology Bridge Strengthening field, especially relate to the prestressing without bondn of a kind of concrete T beam with
Steel reinforced concrete composite reinforcement method for designing.
Background technology
According to investigation display in 2007, China had bridge more than 570,000 seat, wherein unsafe bridge more than 98600 seat, accounts for about 17%, and
And also have every year a large amount of highway bridge owing to design grade is relatively low, the volume of traffic constantly increases or is affected by various factors and occurs in that
Various diseases are damaged with disaster, cause bearing capacity to decline, it is impossible to meet the needs of transportation.These bridge structures are carried out
Maintenance and reinforcing are extremely the most urgent, and therefore, bridge maintaining, reinforcing and renovation technique research have become the important of bridge development in science and technology
Direction.At present, the main employing method such as affixing steel plate and affixing carbon fabric reinforced by bridge superstructure, during reinforcement application
The above two method raising DeGrain to load carrying capacity of bridge and rigidity, viscose properties and quality are to consolidation effect and knot
The impact of structure durability is relatively big, and affixing steel plate structure is the most peeling-off under dynamic loading comes to nothing, and anti-fatigue performance is the most very
Preferable.
It addition, when the spaning middle section lower edge of bridge superstructure does not allows occur that tension or institute's tension stress transfinite,
Generally requiring and carry out prestressed reinforcement, common prestressed reinforcement measure is externally pre-stressed concrete method for strengthening, this reinforcing side
The work progress of method is as follows: first at beam sides or bottom surface implantation belt rib reinforcement, then assembling reinforcement net in bar planting, and location is pre-afterwards
Stress reinforcing bar, and casting concrete (or laying anchor block and steering block), treat that institute's casting concrete reaches design strength post-stretching
Presstressed reinforcing steel, the arrangement form of presstressed reinforcing steel is linear type or fold-line-shaped.Though above-mentioned externally pre-stressed concrete method for strengthening can
Play the effect of prestressed reinforcement to a certain extent, but have the following disadvantages: the first, one need to increased newly at the bottom of beam side or beam
Layer thickness is about the concrete of 20cm～50cm, and bridge deadweight increase degree is relatively big, and outward appearance is irregular, affects attractive in appearance；The second,
Presstressed reinforcing steel is exposed in atmosphere, need to periodically take measures to prevent presstressed reinforcing steel corrosion, and maintenance difficulty, late maintaining is costly；
3rd, the power performance of newly-increased presstressed reinforcing steel is poor, need to install damping device to reduce the resonance effect of presstressed reinforcing steel and structure；
4th, according to structure stress and construction features, presstressed reinforcing steel need to be bent up anchoring, bend up location and realize mainly by steering block, turn
At block and anchor block, stress is more concentrated；Steering block once loosens or sliding, will produce great loss of prestress the most pre-
Stress failures；5th, very limited to the stiffness contribution of original structure.To sum up, the existence of existing box girder pre-stressed reinforcement means adds
Fixing structure outward appearance is irregular, presstressed reinforcing steel is difficult in maintenance, costly, newly-increased poor, the easy inefficacy of presstressed reinforcing steel power performance etc. asks
Topic.
Along with the development of material science, novel, practical strengthening reconstruction technology constantly occurs, but also fails to adapt to traffic base
Infrastructure supports the urgent needs of Manifold technology progress.In recent years, steel plate and concrete composite reinforcement means gradually comes into one's own, this group
Close reinforcement means and use the advantage of steel plate and concrete bi-material, comprehensive steel plate and concrete bi-material, and will answer in advance
Power is reinforced after being combined with steel plate and concrete composite reinforcement means, can be effectively improved bridge capacity and the rigidity of structure.But use pre-
Stress is reinforced when reinforcing bridge with steel plate and concrete composite reinforcement means, and the structure design of composite reinforcement structure is to closing
Important, ruggedized construction design the most rationally directly affects bridge strengthening cost and consolidation effect, and not only input cost is high, economy
Difference, and cause reinforcing that axle casing stress is unreasonable, poor mechanical property.
Summary of the invention
The technical problem to be solved is for above-mentioned deficiency of the prior art, it is provided that a kind of concrete T
The prestressing without bondn of type beam and steel reinforced concrete composite reinforcement method for designing, its method step is simple, reasonable in design and realizes convenience, make
With effective, energy is easy, quickly determine the structural parameters of bridge composite reinforcement structure, designed bridge composite reinforcement structure economics
Practicality and consolidation effect are good.
For solving above-mentioned technical problem, the technical solution used in the present invention is: the soap-free emulsion polymeization of a kind of concrete T beam in advance should
Power and steel reinforced concrete composite reinforcement method for designing, it is characterised in that: the method comprises the following steps:
Step one, composite reinforcement structure determines: prestressing without bondn and the steel plate and concrete composite to reinforced T-shaped beam
Reinforcing construction is determined；Being reinforced T-shaped beam is reinforced beam；
Described prestressing without bondn and steel plate and concrete composite reinforcing construction include that the need being laid in reinforced T-shaped beam add
Gu end steel plate below district, two be laid in the described longitudinal side steel plate needing the left and right sides, stabilization zone respectively and two lay respectively
At the described plug at end part steel plate needing rear and front end, stabilization zone, steel plate of the described end and two described longitudinal side steel plates all in vertical bridge to
Lay, steel plate of the described end and longitudinal side steel plate be flat plate and the longitudinal length of the two all with the described length needing stabilization zone
Identical；Two described plug at end part steel plates are all laid in direction across bridge；Reinforced T-shaped beam be level lay and it include one in water
Wing plate that plain cloth sets and a web being positioned at immediately below described wing plate, described web in vertically to laying；Steel plate of the described end in
Level is laid, and two described longitudinal side steel plates are all laid in above the steel plate left and right sides, the end in vertical to laying and the two symmetry,
Two described plug at end part steel plates are connected to before and after two described longitudinal side steel plates between two ends, steel plate of the described end, two institutes
State longitudinal side steel plate and one web bottom being sleeved on reinforced T-shaped beam from the bottom to top of two described plug at end part steel plate compositions
Steel jacket box, be provided with many no-cohesive prestressed reinforcements in described steel jacket box, and in described steel jacket box, poured concrete knot
Structure；Described xoncrete structure is divided into and is positioned at the lower concrete structure below described web and two, left and right lays respectively at described abdomen
The sidepiece xoncrete structure of the plate left and right sides, two described symmetrical layings of sidepiece xoncrete structure and the thickness of the two are equal
Identical with the thickness of described lower concrete structure, the thickness of steel plate of the described end and two described longitudinal side steel plates is the most identical and three
The material of person is the most identical；Many described no-cohesive prestressed reinforcements are all laid in same level and it is respectively positioned on described bottom
The middle inside of xoncrete structure, the diameter of many described no-cohesive prestressed reinforcements and identical length are same and it is uniform cloth
If；
Step 2, reinforcing front T type girder construction parameter determination: the structural parameters of reinforced T-shaped beam are determined；
Determined by reinforced cutting of set longitudinal compressive reinforcement in the structural parameters of T-shaped beam include reinforced T-shaped beam
Face area Asy', comprcssive strength design load f of longitudinal compressive reinforcementsy', reinforced set longitudinal tensile reinforcing bar in T-shaped beam
Area of section Asy, tensile strength design load f of longitudinal tensile reinforcing barsy, reinforced compressive region longitudinal reinforcement Resultant force in T-shaped beam
Distance a to pressurized edge, cross sections', reinforced in T-shaped beam bottom the center of gravity of set longitudinal tensile reinforcing bar and described web
Distance a0, the width b of described wing platef', the thickness h of described wing platef', the width b ' of described web and reinforced the beam of T-shaped beam
High h1With effective depth of section h01, h1For the height sum of described wing plate Yu described web, h01By being reinforced tensile region in T-shaped beam
Longitudinal nonprestressed reinforcement Resultant force is to the distance at pressurized edge, cross section, wherein Asy' and AsyUnit be mm2, fsy' and fsy
Unit be MPa, as′、a0、bf′、hf′、b′、h1And h01Unit be mm；
Described longitudinal compressive reinforcement is positioned at described wing plate, and described longitudinal tensile reinforcing bar is positioned at described web, described vertical
It is nonprestressed reinforcement to compressive reinforcement and longitudinal tensile reinforcing bar, and the neutral axis being reinforced T-shaped beam is worn in described wing plate
Cross；
Step 3, composite reinforcement structural texture parameter determination: according to the structure ginseng being reinforced T-shaped beam determined in step 2
Number, uses the data handling equipment structure to prestressing without bondn described in step one Yu steel plate and concrete composite reinforcing construction
Parameter is determined；
Determined by the structural parameters of described prestressing without bondn and steel plate and concrete composite reinforcing construction include tsp、
hspw、thnAnd b, wherein tspFor end steel plate or the thickness of longitudinal side steel plate, hspwFor the height of longitudinal side steel plate, thnFor the described end
Portion's xoncrete structure or the thickness of described sidepiece xoncrete structure, b is the width of end steel plate；
The structural parameters of prestressing without bondn described in step one with steel plate and concrete composite reinforcing construction are determined
Time, process is as follows:
Step 301, parameter initialization: use the parameter input unit connected with described data handling equipment, input step
The structural parameters being reinforced T-shaped beam determined in two, and to tsp、b、hspwAnd thnInitial value be set respectively；Wherein, tsp
=tspmAnd tspm=5mm～7mm, thn=thnmAnd thnm=70mm～90mm；B=b '+2tsp+2thn(1)；hspw=c0×h
(2), wherein c0=0.15～0.4, h be reinforce after the height of beam body and h=h1+thn+tsp(3)；After described reinforcing, beam body is for adopting
Beam body after reinforced T-shaped beam being reinforced with described prestressing without bondn and steel plate and concrete composite reinforcing construction；
Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION: described data handling equipment is according to formula tspmax=min
(tsp1,tsp2,tsp3) (4), calculate strengthening steel slab theoretical maximum thickness tspmax；
In this step, to strengthening steel slab theoretical maximum thickness tspmaxBefore calculating, first to the t in formula (4)sp1、
tsp2And tsp3Being determined respectively, process is as follows:
Step 3021, beam body cross-sectional shape judge: judge the cross-sectional shape of beam body after the most described reinforcing, process
As follows:
Step 3021-1, position of neutral axis determine: be determined the position of the neutral axis of beam body after the most described reinforcing；
Step 3021-2, concrete compression district height determine: according to the position of neutral axis determined in step 3021-1, right
After the most described reinforcing, the concrete compression district height x of beam body is determined；
Step 3021-3, beam body cross-sectional shape judge: by concrete compression district height x determined by step 3021-2 with
hf' carry out difference comparsion, and according to difference comparsion result, the cross-sectional shape of beam body after the most described reinforcing is judged: work as x
≤hf' time, it is judged that be first kind cross section for the cross-sectional shape of beam body after the most described reinforcing；Otherwise, as x ＞ hf' time, it is judged that for
After the most described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section；
Step 3022, according to the cross-sectional shape of beam body after the most described reinforcing judged in step 3021, to tsp1、tsp2
And tsp3It is respectively calculated:
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, described number
According to processing equipment according to formulaTo tsp1Calculate；Work as step
Rapid 3021-3 judge when the cross-sectional shape of beam body is Equations of The Second Kind cross section after the most described reinforcing, described data handling equipment root
According to formulaTo tsp1Calculate；
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, described number
According to processing equipment according to formulaTo tsp2Calculate；Work as step
Rapid 3021-3 judge when the cross-sectional shape of beam body is Equations of The Second Kind cross section after the most described reinforcing, described data handling equipment root
According to formulaTo tsp2Calculate；
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, described number
According to processing equipment according to formula To tsp3Carry out
Calculate；When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section, described data
Processing equipment is according to formula
To tsp3Calculate；
In formula (4-11), formula (4-12), formula (4-21), formula (4-22), formula (4-31) and (4-32), α1For
The stress value of the compressive region concrete rectangular stress diagram of beam body and the ratio of concrete axial compressive strength design load after described reinforcing
Value, fcBy the concrete axial compressive strength design load of the T-shaped beam of reinforcing and its unit be MPa, β be beam body after described reinforcing
The ratio of compressive region concrete rectangular stress diagram depth of compressive zone and neutral axis height and β=0.8；EsyBy being reinforced in T-shaped beam
Elastic modelling quantity and its unit of set longitudinal tensile reinforcing bar are MPa；EspFor end steel plate or the elastic modelling quantity of longitudinal side steel plate and
Its unit is MPa；
In formula (4-11) and formula (4-12),Wherein εspyFor end steel plate or longitudinal direction
The yield strain of side steel plate, εcuBy the compressive region ultimate compressive strain of concrete of the T-shaped beam of reinforcing；εi1For considering secondary loading shadow
The hysteretic strain of steel plate at the bottom of when ringing；X is the concrete compression district height of beam body after described reinforcing；
To εspw1When calculating, first according to formula
Calculate εspw10；Judge ε againspw10Whether it is more thanWhenTime,Otherwise, εspw1=
εspw10；WhereinOr h'=h；εi2The hysteretic strain of longitudinal direction side steel plate when affecting for consideration secondary loading；
To εs1When calculating, first according to formulaCalculate εs10；
Judge ε agains10Whether it is more thanWhenTime,Otherwise, εs1=εs10；
In formula (4-21) and formula (4-22),Wherein εsySurrender for longitudinal tensile reinforcing bar
Strain；
To εsp1When calculating, first according to formulaCalculate εsp10；
Judge ε againsp10Whether it is more thanWhenTime,Otherwise, εsp1=εsp10；
To εspw2When calculating, first according to formula Calculate
Draw εspw20；Judge ε againspw20Whether it is more thanWhenTime,Otherwise, εspw2=εspw20；
In formula (4-31) and formula (4-32),
To εsp2When calculating, first according to formula Calculate εsp20；Judge ε againsp20Whether it is more thanWhenTime,Otherwise, εsp2=
εsp20；
To εs2When calculating, first according to formula Calculate εs20；Judge ε agains20Whether it is more thanWhenTime,Otherwise, εs2=εs20；
Step 303, strengthening steel slab thickness determine with concrete thickness: use described data handling equipment to tspAnd thnPoint
Not being determined, process is as follows:
Step 3031, overreinforced judge: judge the strengthening steel slab theoretical maximum thickness t calculated in step 302spmaxWhether
Less than tspm: work as tspmax＜ tspmTime, it is judged that it is in overreinforced state for beam body after the most described reinforcing, and enters step 3032；No
Then, t is worked asspmax≥tspmTime, it is judged that it is in non-overreinforced state for beam body after the most described reinforcing, and enters step 3033；
Step 3032, parameter increase adjustment, comprise the following steps:
Judgement that the increase of step 30321, concrete thickness adjusts and concrete thickness transfinites: by thnIncrease Δ thn, and to increasing
T after greathnCarry out concrete thickness to transfinite judgement: the t after increasinghn＞ thnMTime, it is judged that transfinite for concrete thickness, will increase
T after greathnReducing △thn, and enter step 30322；Otherwise, the t after increasinghn≤thnMTime, it is judged that for concrete thickness not
Transfinite, and enter step 30323；
Wherein, Δ thn=15mm～25mm；thnMFor described lower concrete structure set in advance or described sidepiece coagulation
The maximum gauge of soil structure；
Step 30322, strengthening steel slab thickness increase adjustment: by tspIncrease Δ tsp, and enter step 30323；Wherein, Δ
tsp=1mm～3mm；
Step 30323, strengthening steel slab theoretical maximum THICKNESS CALCULATION and overreinforced judge: according to the method described in step 302,
Calculate now strengthening steel slab theoretical maximum thickness tspmax, and judge tspmaxWhether less than tspm: work as tspmax＜ tspmTime, sentence
Break and be in overreinforced state for beam body after the most described reinforcing, return step 30321；Otherwise, t is worked asspmax≥tspmTime, it is judged that for this
After Shi Suoshu reinforces, beam body is in non-overreinforced state, and enters step 3033；
Step 3033, anti-bending bearing capacity are verified, process is as follows:
Step 3033-1, anti-bending bearing capacity calculate: call described anti-bending bearing capacity computing module, after the most described reinforcing
The anti-bending bearing capacity M of beam bodyuCalculate, comprise the following steps:
Step 3033-11, according to the method described in step 3021-1 to step 3021-3, to the most described reinforcing back rest
The cross-sectional shape of body judges；
Step 3033-12, anti-bending bearing capacity calculate: after the most described reinforcing judged in step 3033-11
The cross-sectional shape of beam body, to the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate: when judging now
When after described reinforcing, the cross-sectional shape of beam body is first kind cross section, described data handling equipment is according to formula To the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate；When judging now institute
When stating that the cross-sectional shape of beam body is Equations of The Second Kind cross section after reinforcing, described data handling equipment is according to formula To the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate；
In formula (5-1) and formula (5-2), x is the concrete compression district height of beam body after described reinforcing；fspyFor end steel
Plate or the steel plate tensile strength design load of longitudinal side steel plate, AspCross-sectional area and A for end steel platesp=b tsp, AspwFor longitudinal direction
The cross-sectional area of side steel plate and Aspw=tsp·hspw；σpControl stress for prestressing for predetermined no-cohesive prestressed reinforcement
Value, ApFor cutting of described prestressing without bondn set no-cohesive prestressed reinforcement with in steel plate and concrete composite reinforcing construction
Face area；A is set no-cohesive prestressed reinforcement in described prestressing without bondn and steel plate and concrete composite reinforcing construction
Center of gravity and in being reinforced T-shaped beam distance between the center of gravity of set longitudinal tensile reinforcing bar and
Wherein, fspyAnd σpUnit be MPa, the unit of b, x and a is mm, Asp、AspwAnd ApUnit be mm2；
Step 3033-2, anti-bending bearing capacity judge: beam body after the most described reinforcing that will calculate in step 3033-12
Anti-bending bearing capacity MuWith Mu' carry out difference comparsion: work as Mu＜ MuIn ' time, return step 3032；Otherwise, M is worked asu≥MuIn ' time, complete
Concrete thickness and strengthening steel slab thickness determine process and export thnAnd tsp, enter back into step 304；
Step 304, longitudinal side steel plate height determine with end steel plate width: the t of output in integrating step 303spAnd thn, institute
State data handling equipment calculate the width b of end steel plate according to formula (1) and export b；Meanwhile, described data handling equipment is first
Calculate the height h of beam body after described reinforcing according to formula (3), calculate the height of longitudinal side steel plate further according to formula (2)
Degree hspwAnd export hspw。
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step 302
In to described α1When being determined, when the strength grade of concrete of reinforced T-shaped beam is less than C50, α1=1；When being reinforced
When the strength grade of concrete of T-shaped beam is C80, α1=0.94；When the strength grade of concrete of reinforced T-shaped beam is C50～C80
Between other grade time, α1It is determined by linear interpolation.
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step 3033
In carry out anti-bending bearing capacity checking before, first to set in described prestressing without bondn and steel plate and concrete composite reinforcing construction
Quantity n putting no-cohesive prestressed reinforcement is determined；
When quantity n of no-cohesive prestressed reinforcement is determined, according to formula Calculate
Quantity n of adhesive prestressed steel bar；
In formula (5),Expression rounds up, σpControl stress for prestressing for predetermined no-cohesive prestressed reinforcement
Value, y is that the neutral axis of beam body and described prestressing without bondn are set with in steel plate and concrete composite reinforcing construction after described reinforcing
Put the distance between the center of gravity of no-cohesive prestressed reinforcement, apFor single described no-cohesive prestressed reinforcement area of section andWherein d0Diameter and its unit for no-cohesive prestressed reinforcement are mm；M by the beam body of the T-shaped beam of reinforcing
The moment of flexure and M=kql that cross section increases and increase because conducting oneself with dignity2, wherein k by the bending moment coefficients of the T-shaped beam of reinforcing, q is T-shaped by being reinforced
The beam body cross section of beam is because increasing the line load that described prestressing without bondn produces with steel plate and concrete composite reinforcing construction, and l is institute
Reinforce the calculating of T-shaped beam across footpath.
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step 3033
In carry out anti-bending bearing capacity checking before, first to set in described prestressing without bondn and steel plate and concrete composite reinforcing construction
Quantity n putting no-cohesive prestressed reinforcement is determined；
When being determined quantity n of no-cohesive prestressed reinforcement, process is as follows:
Step 3033-1, parameter initialization: use described parameter input unit that the initial value of n is set, and n=2；
Step 3033-2, section turn moment are verified: according to formula M=kql2To the beam body cross section of reinforced T-shaped beam because of
The moment M that deadweight increases and increases calculates, and M Yu the n σ that will calculatep·apY carries out difference comparsion: work as n
σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine process and export n；Otherwise, as n σp·apY ＜ M
Time, enter step 3033-3；
Wherein k by the bending moment coefficients of the T-shaped beam of reinforcing, q by the beam body cross section of the T-shaped beam of reinforcing because increasing described soap-free emulsion polymeization
The line load that prestressing force and steel plate and concrete composite reinforcing construction produce, l by the calculating of the T-shaped beam of reinforcing across footpath；
Step 3033-3, deformed bar quantity increase adjustment: add 1 by quantity n of now no-cohesive prestressed reinforcement；
Step 3033-4, section turn moment are verified: after in step 3033-3, deformed bar quantity increases adjustment, according to formula
M=kql2The moment M increased the beam body cross section of reinforced T-shaped beam because deadweight increases calculates, and will calculate
M Yu the n σ gone outp·apY carries out difference comparsion: as n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity true
Determine process and export n；Otherwise, as n σp·apDuring y ＜ M, return step 3033-3.
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step 304
The middle height h according to formula (2) to longitudinal side steel platespwWhen calculating, calculate hspw=0.4h；
To h in step 304spwBefore output, also need the height calling longitudinal side steel plate height adjustment module to longitudinal side steel plate
Degree hspwBeing optimized adjustment, process is as follows:
Step 3041, longitudinal side steel plate height reduce adjustment: by hspwReduce Δ hspw；Wherein, Δ hspw=45mm～
55mm；
Step 3042, longitudinal side steel plate height threshold judge: after in step 3041, longitudinal side steel plate height reduces adjustment, right
hspwSize judge: work as hspw＜ 0.15h or hspwDuring ＜ 350mm, by hspwIncrease Δ hspw, complete longitudinal side steel plate high
Degree adjustment process also exports hspw；Otherwise, step 3043 is entered；
Step 3043, anti-bending bearing capacity are verified: call described anti-bending bearing capacity computing module, and according in step 3033-1
Described method is to the anti-bending bearing capacity M of beam body after described reinforcing after longitudinal side steel plate height reduces adjustment in step 3041uEnter
Row calculates, and the M that will calculateuWith Mu' carry out difference comparsion: work as Mu≥MuIn ' time, return step 3041；Otherwise, M is worked asu＜
MuIn ' time, by hspwIncrease Δ hspw, complete longitudinal side steel plate height adjustment process and export hspw。
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step
When carrying out concrete thickness increase adjustment in 30321, described data handling equipment is called numerical value increase adjusting module and is made thn=thn
+Δthn；
When carrying out the increase adjustment of strengthening steel slab thickness in step 30322, described data handling equipment is called described numerical value and is increased
Big adjusting module makes tsp=tsp+Δtsp；
When carrying out the steel plate height reduction adjustment of longitudinal side in step 3041, described data handling equipment is called described numerical value and is subtracted
Little adjusting module makes hspw=hspw-Δhspw；
By h in step 3052 and step 3053spwIncrease Δ hspwTime, described data handling equipment is all called described numerical value and is increased
Big adjusting module makes hspw=hspw+Δhspw。
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step 301
Described in tspm=6mm, thnm=80mm.
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: in step 2
In being reinforced T-shaped beam, set longitudinal compressive reinforcement is respectively positioned in same level and as' it is longitudinal compressive reinforcement and the described wing
Vertical distance between plate top surface, in being reinforced T-shaped beam, set longitudinal tensile reinforcing bar is respectively positioned in same level and h01For
Vertical distance between longitudinal tensile reinforcing bar and described wing plate end face；Described longitudinal compressive reinforcement and longitudinal tensile reinforcing bar position respectively
The upper and lower both sides of neutral axis in reinforced T-shaped beam；
The quantity of described longitudinal compressive reinforcement is n1Road and its be respectively positioned in described wing plate, n1Longitudinal compressive reinforcement described in road
It is respectively positioned in same level；Asy' for n1The cross-sectional area sum of longitudinal compressive reinforcement described in road；Wherein, n1For positive integer；
The quantity of described longitudinal tensile reinforcing bar is n2Road and its be respectively positioned in described web, n2Longitudinal tensile reinforcing bar described in road
It is respectively positioned in same level；AsyFor n2The cross-sectional area sum of longitudinal tensile reinforcing bar described in road；Wherein, n2For positive integer.
The prestressing without bondn of above-mentioned concrete T beam and steel reinforced concrete composite reinforcement method for designing, is characterized in that: step 301
Described in c0=0.25.
The present invention compared with prior art has the advantage that
1, method step is simple, reasonable in design and realizes conveniently, and input cost is relatively low.
2, data processing speed is fast and automaticity is high, and employing data handling equipment can be in ten a few minutes, even somewhat
The structural parameters of prestressing without bondn and steel plate and concrete composite reinforcing construction are calculated, including t in clocksp、hspw、thnWith
b。
3, each determination method for parameter simple, reasonable in design and determined by parameter value reasonable, and parameter determination process
Combining with bearing capacity checking, the structural parameters of determined composite reinforcement structure anti-bending bearing capacity of beam body after ensureing to reinforce is full
While foot design requirement, after can ensure that reinforcing, the failure mode of beam body is for fitting muscle state, does not haves the possibility of overreinforced.
Use and present invention determine that the structural parameters that composite reinforcement constructs can effectively solve end steel plate and the profit of longitudinal side steel plate
With coefficient problem, being generally easily guaranteed that the usage factor of end steel plate is 1, the usage factor of side steel plate differs and is set to 1, i.e.
Side steel plate is not efficiently used, then the damage-form of this reinforcing construction is that overreinforced destroys, although anti-bending bearing capacity also can meet
Use requirement.During for ensureing above-mentioned satisfied reinforcing demand anti-bending bearing capacity, the usage factor of end steel plate and side steel plate is 1,
After i.e. reinforcing, the damage-form of beam body destroys for suitable muscle, needs the concrete strengthening selected by the used reinforcing construction of the present invention thick
Degree, reinforcing height (i.e. side steel plate height), strengthening steel slab theoretical maximum thickness tspmaxIt is defined respectively etc. parameter.Use this
The bright Reinforcing parameter that carries out is when determining, the concrete thickness t finally determinedhnAt thnm～thnMBetween, the strengthening steel slab finally determined
Thickness tspAt tspm～tspmaxBetween.
4, use the mode being gradually increased by initial minimum that strengthening steel slab thickness is determined with concrete thickness, institute
The strengthening steel slab thickness determined and concrete thickness are optimum, can meet economy, cost-effective requirement, and to mixed
Solidifying soil thickness sets maximum thnM, purpose that after reaching to prevent the reinforcing brought because of concrete thickness increase, beam body deadweight increases；
Further, by strengthening steel slab thickness tspAt tspm～tspmaxBetween, while meeting economy, cost-effective requirement, can ensure that
After reinforcing, the failure mode of beam body destroys for suitable muscle.
5, consolidation effect is good, uses steel plate-concrete to combine with no-cohesive prestressed reinforcement and reinforces, steel plate-mixed
Solidifying soil has increased considerably structural-load-carrying capacity and the rigidity of structure, is effectively improved reinforcing efficiency；Reduce structure simultaneously
Reinforce thickness, alleviate reinforcing construction weight.The antiseptic property of unbonded prestressing tendon is good, it is therefore prevented that because of presstressed reinforcing steel and coagulation
The additional stress that soil structure deformation causes, safe and reliable, loss of prestress is less；And newly-increased presstressed reinforcing steel is positioned at newly
Inside reinforced concrete, there is not vibration damping and only shake problem, it is not necessary to damping device is installed.Reinforcing construction and the knot being reinforced T-shaped beam
Closing site area relatively big, bar planting is uniform, stress relative distribution, eliminates the problem that at steering block and anchor block, stress is concentrated, pole
Reduce greatly the risk that loss of prestress was even lost efficacy.Casting concrete is also served as during the steel jacket box construction that reinforcing body is formed by steel plate
The template of structure, saves form removal operation, and easy construction is quick.The reinforcing construction of institute's construction molding has outside neat, durability
The advantages such as good, stability high, good economy performance and easy construction, resistance to compression and steel plate, the soap-free emulsion polymeization that can effectively play concrete in advance should
The feature that the pull resistance of power muscle is strong, and can effectively solve the reinforcing construction outward appearance that existing box girder pre-stressed reinforcement means exists and do not advise
Whole, presstressed reinforcing steel is difficult in maintenance, costly, the problem such as newly-increased poor, the easy inefficacy of presstressed reinforcing steel power performance.To sum up, the present invention
The reinforcing construction used can significantly improve bearing capacity and the rigidity of structure of bridge, can make full use of the performance of material new, old, and
And connecting structure new, that it is necessary between old concrete and steel plate and novel concrete, stress performance is reliable, beam body tool after reinforcing
There are the advantages such as bearing capacity high, rigidity big, good endurance, less, the quick construction of deadweight increase.Construct according to design reinforcement of the present invention
After reinforced T-shaped beam has been reinforced, the bearing capacity and stiffness of compound section after ensureing reinforcing can be improved, original structure
Stress state obtains a certain degree of improvement, and damage-form destroys for suitable muscle.
6, widely applicable and popularizing application prospect is extensive, it is adaptable to the nothing of the T-shaped beam that all neutral axis pass in wing plate
Binding prestress and steel plate and concrete composite Design of Reinforcement process.
In sum, the inventive method step is simple, reasonable in design and realization is convenient, using effect is good, can be easy, quickly
Determining the structural parameters of bridge composite reinforcement structure, designed bridge composite reinforcement structure economics is practical and consolidation effect is good.
Below by drawings and Examples, technical scheme is described in further detail.
Accompanying drawing explanation
Fig. 1 is the method flow block diagram of the present invention.
Fig. 2 is the structural representation of beam body after the present invention reinforces.
Description of reference numerals:
1 end steel plate；2 longitudinal side steel plates；3 are reinforced T-shaped beam；
4 no-cohesive prestressed reinforcements；5 xoncrete structures；
6-1 longitudinal direction compressive reinforcement；6-2 longitudinal tensile reinforcing bar.
Detailed description of the invention
The prestressing without bondn of a kind of concrete T beam as shown in Figure 1 and steel reinforced concrete composite reinforcement method for designing, including with
Lower step:
Step one, composite reinforcement structure determines: prestressing without bondn and the steel plate and concrete composite to reinforced T-shaped beam 3
Reinforcing construction is determined；Being reinforced T-shaped beam 3 is reinforced beam；
As in figure 2 it is shown, described prestressing without bondn and steel plate and concrete composite reinforcing construction include being laid in reinforced T
The end steel plate 1, two below stabilization zone that needs of type beam 3 is laid in the described longitudinal side steel plate 2 needing the left and right sides, stabilization zone respectively
The described plug at end part steel plate needing rear and front end, stabilization zone, steel plate of the described end 1 and two described longitudinal directions it are laid in respectively with two
Side steel plate 2 all in vertical bridge to laying, steel plate of the described end 1 and longitudinal side steel plate 2 is flat plate and the longitudinal length of the two is equal
Identical with the described length needing stabilization zone；Two described plug at end part steel plates are all laid in direction across bridge；Reinforced T-shaped beam 3 in water
Plain cloth sets and it includes a wing plate laid in level and a web being positioned at immediately below described wing plate, and described web is in perpendicular
Straight to laying；Steel plate of the described end 1 is laid in level, and two described longitudinal side steel plates 2 are all in vertically to laying and the two symmetrical cloth
Being located at above end steel plate 1 left and right sides, two described plug at end part steel plates are connected to before and after two described longitudinal side steel plates 2 two
Between end, 1, two described longitudinal side steel plates 2 of steel plate of the described end and two described plug at end part steel plates form one from the bottom to top
It is sleeved on the steel jacket box of the web bottom of reinforced T-shaped beam 3, in described steel jacket box, is provided with many no-cohesive prestressed reinforcements 4,
And poured xoncrete structure 5 in described steel jacket box；Described xoncrete structure 5 is divided into the bottom coagulation being positioned at below described web
Soil structure and two, left and right lay respectively at the sidepiece xoncrete structure of the described web left and right sides, two described sidepiece concrete knots
The symmetrical laying of structure and the thickness of the two are all identical with the thickness of described lower concrete structure, steel plate of the described end 1 and two
The most identical and three the material of thickness of individual described longitudinal side steel plate 2 is the most identical；Many described no-cohesive prestressed reinforcements 4 are uniform
It is located in same level and it is respectively positioned on the middle inside of described lower concrete structure, many described prestressing without bondn steel
The diameter of muscle 4 and identical length are together and it is in uniformly laying；
Step 2, reinforcing front T type girder construction parameter determination: the structural parameters of reinforced T-shaped beam 3 are determined；
In conjunction with Fig. 2, determined by reinforced and set in the structural parameters of T-shaped beam 3 include reinforced T-shaped beam 3 be longitudinally subject to
The area of section A of pressing reinforcing 6-1sy', comprcssive strength design load f of longitudinal compressive reinforcement 6-1sy', reinforced in T-shaped beam 3 set
Put the area of section A of longitudinal tensile reinforcing bar 6-2sy, tensile strength design load f of longitudinal tensile reinforcing bar 6-2sy, reinforced T-shaped beam 3
Interior compressive region longitudinal reinforcement Resultant force is to distance a at pressurized edge, cross sections', reinforced set longitudinal tensile steel in T-shaped beam 3
Distance a bottom the center of gravity of muscle 6-2 and described web0, the width b of described wing platef', the thickness h of described wing platef', described web
Width b ' and reinforced deck-molding h of T-shaped beam 31With effective depth of section h01, h1Height for described wing plate Yu described web
Sum, h01By tensile region longitudinal direction nonprestressed reinforcement Resultant force is to the distance at pressurized edge, cross section in the T-shaped beam of reinforcing 3, wherein
Asy' and AsyUnit be mm2, fsy' and fsyUnit be MPa, as′、a0、bf′、hf′、b′、h1And h01Unit be
mm；Wherein, h01+a0=h1；
Described longitudinal compressive reinforcement 6-1 is positioned at described wing plate, and described longitudinal tensile reinforcing bar 6-2 is positioned at described web,
Described longitudinal compressive reinforcement 6-1 and longitudinal tensile reinforcing bar 6-2 is nonprestressed reinforcement, and reinforced the neutral axis of T-shaped beam 3 from
Pass in described wing plate；
Step 3, composite reinforcement structural texture parameter determination: according to the structure being reinforced T-shaped beam 3 determined in step 2
Parameter, uses the data handling equipment knot to prestressing without bondn described in step one Yu steel plate and concrete composite reinforcing construction
Structure parameter is determined；
Determined by the structural parameters of described prestressing without bondn and steel plate and concrete composite reinforcing construction include tsp、
hspw、thnAnd b, wherein tspFor end steel plate 1 or the thickness of longitudinal side steel plate 2, hspwFor the height of longitudinal side steel plate 2, thnFor described
Lower concrete structure or the thickness of described sidepiece xoncrete structure, b is the width of end steel plate 1；
The structural parameters of prestressing without bondn described in step one with steel plate and concrete composite reinforcing construction are determined
Time, process is as follows:
Step 301, parameter initialization: use the parameter input unit connected with described data handling equipment, input step
The structural parameters being reinforced T-shaped beam 3 determined in two, and to tsp、b、hspwAnd thnInitial value be set respectively；Wherein,
tsp=tspmAnd tspm=5mm～7mm, thn=thnmAnd thnm=70mm～90mm；B=b '+2tsp+2thn(1)；hspw=c0×h
(2), wherein c0=0.15～0.4, h be reinforce after the height of beam body and h=h1+thn+tsp(3)；After described reinforcing, beam body is for adopting
Beam body after reinforced T-shaped beam 3 being reinforced with described prestressing without bondn and steel plate and concrete composite reinforcing construction；
Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION: described data handling equipment is according to formula tspmax=min
(tsp1,tsp2,tsp3) (4), calculate strengthening steel slab theoretical maximum thickness tspmax；
In this step, to strengthening steel slab theoretical maximum thickness tspmaxBefore calculating, first to the t in formula (4)sp1、
tsp2And tsp3Being determined respectively, process is as follows:
Step 3021, beam body cross-sectional shape judge: judge the cross-sectional shape of beam body after the most described reinforcing, process
As follows:
Step 3021-1, position of neutral axis determine: be determined the position of the neutral axis of beam body after the most described reinforcing；
Step 3021-2, concrete compression district height determine: according to the position of neutral axis determined in step 3021-1, right
After the most described reinforcing, the concrete compression district height x of beam body is determined；
Step 3021-3, beam body cross-sectional shape judge: by concrete compression district height x determined by step 3021-2 with
hf' carry out difference comparsion, and according to difference comparsion result, the cross-sectional shape of beam body after the most described reinforcing is judged: work as x
≤hf' time, it is judged that be first kind cross section for the cross-sectional shape of beam body after the most described reinforcing；Otherwise, as x ＞ hf' time, it is judged that for
After the most described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section；
Step 3022, according to the cross-sectional shape of beam body after the most described reinforcing judged in step 3021, to tsp1、tsp2
And tsp3It is respectively calculated:
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, described number
According to processing equipment according to formulaTo tsp1Calculate；Work as step
Rapid 3021-3 judge when the cross-sectional shape of beam body is Equations of The Second Kind cross section after the most described reinforcing, described data handling equipment root
According to formulaTo tsp1Calculate；
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, described number
According to processing equipment according to formulaTo tsp2Calculate；Work as step
Rapid 3021-3 judge when the cross-sectional shape of beam body is Equations of The Second Kind cross section after the most described reinforcing, described data handling equipment root
According to formulaTo tsp2Calculate；
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, described number
According to processing equipment according to formula To tsp3Count
Calculate；When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section, at described data
Reason equipment is according to formula
To tsp3Calculate；
In formula (4-11), formula (4-12), formula (4-21), formula (4-22), formula (4-31) and (4-32), α1For
The stress value of the compressive region concrete rectangular stress diagram of beam body and the ratio of concrete axial compressive strength design load after described reinforcing
Value, fcBy the concrete axial compressive strength design load of the T-shaped beam of reinforcing 3 and its unit be MPa, β be beam body after described reinforcing
The ratio of compressive region concrete rectangular stress diagram depth of compressive zone and neutral axis height and β=0.8；EsyBy being reinforced T-shaped beam 3
Elastic modelling quantity and its unit of longitudinal tensile reinforcing bar 6-2 set by are MPa；EspFor end steel plate 1 or the elasticity of longitudinal side steel plate 2
Modulus and its unit are MPa；
In formula (4-11) and formula (4-12),Wherein εspyFor end steel plate 1 or vertical
To the yield strain of side steel plate 2, εcuBy the compressive region ultimate compressive strain of concrete of the T-shaped beam of reinforcing 3；εi1For considering that secondary is subject to
The hysteretic strain of steel plate 1 at the bottom of when power affects；X is the concrete compression district height of beam body after described reinforcing；
To εspw1When calculating, first according to formula
Calculate εspw10；Judge ε againspw10Whether it is more thanWhenTime,Otherwise, εspw1=
εspw10；WhereinOr h'=h；εi2The hysteretic strain of longitudinal direction side steel plate 2 when affecting for consideration secondary loading；
To εs1When calculating, first according to formulaCalculate εs10；
Judge ε agains10Whether it is more thanWhenTime,Otherwise, εs1=εs10；
In formula (4-21) and formula (4-22),Wherein εsyFor longitudinal tensile reinforcing bar 6-2's
Yield strain；
To εsp1When calculating, first according to formulaCalculate εsp10；
Judge ε againsp10Whether it is more thanWhenTime,Otherwise, εsp1=εsp10；
To εspw2When calculating, first according to formula Calculate
Draw εspw20；Judge ε againspw20Whether it is more thanWhenTime,Otherwise, εspw2=εspw20；
In formula (4-31) and formula (4-32),
To εsp2When calculating, first according to formula Calculate εsp20；Judge ε againsp20Whether it is more thanWhenTime,Otherwise, εsp2=
εsp20；
To εs2When calculating, first according to formula Calculate εs20；Judge ε agains20Whether it is more thanWhenTime,Otherwise, εs2=εs20；
Step 303, strengthening steel slab thickness determine with concrete thickness: use described data handling equipment to tspAnd thnPoint
Not being determined, process is as follows:
Step 3031, overreinforced judge: judge the strengthening steel slab theoretical maximum thickness t calculated in step 302spmaxWhether
Less than tspm: work as tspmax＜ tspmTime, it is judged that it is in overreinforced state for beam body after the most described reinforcing, and enters step 3032；No
Then, t is worked asspmax≥tspmTime, it is judged that it is in non-overreinforced state for beam body after the most described reinforcing, and enters step 3033；
Step 3032, parameter increase adjustment, comprise the following steps:
Judgement that the increase of step 30321, concrete thickness adjusts and concrete thickness transfinites: by thnIncrease Δ thn, and to increasing
T after greathnCarry out concrete thickness to transfinite judgement: the t after increasinghn＞ thnMTime, it is judged that transfinite for concrete thickness, will increase
T after greathnReducing △thn, and enter step 30322；Otherwise, the t after increasinghn≤thnMTime, it is judged that for concrete thickness not
Transfinite, and enter step 30323；
Wherein, Δ thn=15mm～25mm；thnMFor described lower concrete structure set in advance or described sidepiece coagulation
The maximum gauge of soil structure；
Step 30322, strengthening steel slab thickness increase adjustment: by tspIncrease Δ tsp, and enter step 30323；Wherein, Δ
tsp=1mm～3mm；
Step 30323, strengthening steel slab theoretical maximum THICKNESS CALCULATION and overreinforced judge: according to the method described in step 302,
Calculate now strengthening steel slab theoretical maximum thickness tspmax, and judge tspmaxWhether less than tspm: work as tspmax＜ tspmTime, sentence
Break and be in overreinforced state for beam body after the most described reinforcing, return step 30321；Otherwise, t is worked asspmax≥tspmTime, it is judged that for this
After Shi Suoshu reinforces, beam body is in non-overreinforced state, and enters step 3033；
Step 3033, anti-bending bearing capacity are verified, process is as follows:
Step 3033-1, anti-bending bearing capacity calculate: call described anti-bending bearing capacity computing module, after the most described reinforcing
The anti-bending bearing capacity M of beam bodyuCalculate, comprise the following steps:
Step 3033-11, according to the method described in step 3021-1 to step 3021-3, to the most described reinforcing back rest
The cross-sectional shape of body judges；
Step 3033-12, anti-bending bearing capacity calculate: according to the most described reinforcing judged in step 3033-11
The cross-sectional shape of rear beam body, to the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate: when judging this
When after Shi Suoshu reinforcing, the cross-sectional shape of beam body is first kind cross section, described data handling equipment is according to formula To the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate；When judging now institute
When stating that the cross-sectional shape of beam body is Equations of The Second Kind cross section after reinforcing, described data handling equipment is according to formula To the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate；
In formula (5-1) and formula (5-2), x is the concrete compression district height of beam body after described reinforcing；fspyFor end steel
Plate 1 or the steel plate tensile strength design load of longitudinal side steel plate 2, AspCross-sectional area and A for end steel plate 1sp=b tsp, AspwFor
The cross-sectional area of longitudinal side steel plate 2 and Aspw=tsp·hspw；σpCable tensios control for predetermined no-cohesive prestressed reinforcement 4
Stress value, ApFor no-cohesive prestressed reinforcement 4 set in described prestressing without bondn and steel plate and concrete composite reinforcing construction
Area of section andWherein n is the quantity of no-cohesive prestressed reinforcement 4, d0For no-cohesive prestressed reinforcement
The diameter of 4 and its unit are mm；A is that described prestressing without bondn is set without viscous with in steel plate and concrete composite reinforcing construction
The knot center of gravity of deformed bar 4 and distance between the center of gravity of longitudinal tensile reinforcing bar 6-2 set by being reinforced T-shaped beam 3 and
Wherein, fspyAnd σpUnit be MPa, the unit of b, x and a is mm, Asp、AspwAnd ApUnit be mm2；
Step 3033-2, anti-bending bearing capacity judge: beam body after the most described reinforcing that will calculate in step 3033-12
Anti-bending bearing capacity MuWith Mu' carry out difference comparsion: work as Mu＜ MuIn ' time, return step 3032；Otherwise, M is worked asu≥MuIn ' time, complete
Concrete thickness and strengthening steel slab thickness determine process and export thnAnd tsp, enter back into step 304；
Step 304, longitudinal side steel plate height determine with end steel plate width: the t of output in integrating step 303spAnd thn, institute
State data handling equipment calculate the width b of end steel plate 1 according to formula (1) and export b；Meanwhile, described data handling equipment
First calculate the height h of beam body after described reinforcing according to formula (3), calculate longitudinal side steel plate 2 further according to formula (2)
Highly hspwAnd export hspw。
Wherein, fsy' and fsyUnit be MPa.Further, fsy′、fsy、β、Esy、εspy、εcu、fc、fspy、σpWith parameters such as x
Implication see " highway reinforced concrete and prestressed concrete bridge contain design specification " (JTG D62-2004) and ground, Shaanxi Province
Side's standard " steel plate concrete composite reinforcement beam bridge technique of design and construction code ".
It should be noted that: secondary loading refers to structure (reinforced T-shaped beam 3) stress before reinforcing,
Described prestressing without bondn of constructing in the structure (reinforced T-shaped beam 3) of stress enters with steel plate and concrete composite reinforcing construction
Row reinforce after stress again.
When considering that secondary loading affects, end steel plate 1 should be calculated according to loading condition when reinforcing by plane cross-section assumption
Hysteretic strain.
In above-mentioned parameter, described x by the neutral axis of the T-shaped beam of reinforcing 3 to the distance at pressurized edge, cross section, its middle section
Pressurized edge is the end face of described wing plate.Wherein, reinforced the end face that pressurized edge, cross section is described wing plate of T-shaped beam 3 and its
Tension edge, cross section is the bottom surface of described web.The described equivalence that compressive region concrete rectangular stress diagram is compressive region concrete
Rectangular stress block.
In the present embodiment, the f described in step 302cBy the concrete axial compressive strength design load of the T-shaped beam of reinforcing 3,
α1By stress value and the concrete axial compressive strength design load of compressive region concrete rectangular stress diagram of the T-shaped beam of reinforcing 3
Ratio.
In the present embodiment, to described α in step 3021When being determined, when the concrete strength etc. of reinforced T-shaped beam 3
When level is less than C50, α1=1；When the strength grade of concrete of reinforced T-shaped beam 3 is C80, α1=0.94；When reinforced T-shaped
When the strength grade of concrete of beam 3 is other grade between C50～C80, α1It is determined by linear interpolation.
Normal concrete is divided into 14 grades, i.e. C15, C20, C25, C30, C35, C40, C45, C50, C55, C60,
C65, C70, C75 and C80.
α1When being determined by linear interpolation,
When the strength grade of concrete of reinforced T-shaped beam 3 is C55,
When the strength grade of concrete of reinforced T-shaped beam 3 is C60,
When the strength grade of concrete of reinforced T-shaped beam 3 is C65,
When the strength grade of concrete of reinforced T-shaped beam 3 is C70,
When the strength grade of concrete of reinforced T-shaped beam 3 is C75,
In the present embodiment, before step 3033 carries out anti-bending bearing capacity checking, first to described prestressing without bondn and steel
In plate-Combined concrete reinforcing construction, quantity n of set no-cohesive prestressed reinforcement 4 is determined；
When quantity n of no-cohesive prestressed reinforcement 4 is determined, according to formula Calculate
Go out quantity n of adhesive prestressed steel bar 4；
In formula (5),Expression rounds up, σpCable tensios control for predetermined no-cohesive prestressed reinforcement 4 should
Force value, y is the neutral axis of beam body and institute in described prestressing without bondn and steel plate and concrete composite reinforcing construction after described reinforcing
Distance between the center of gravity of no-cohesive prestressed reinforcement 4, a are setpArea of section for single described no-cohesive prestressed reinforcement 4
AndWherein d0Diameter and its unit for no-cohesive prestressed reinforcement 4 are mm；M by the T-shaped beam of reinforcing 3
The moment of flexure and M=kql that beam body cross section increases and increase because conducting oneself with dignity2, wherein k by the bending moment coefficients of the T-shaped beam of reinforcing 3, q is added
Gu the beam body cross section of T-shaped beam 3 is because increasing the line lotus that described prestressing without bondn produces with steel plate and concrete composite reinforcing construction
Carry, l by the calculating of the T-shaped beam of reinforcing 3 across footpath.
Wherein, k is parameter known to art technology；When described reinforced T-shaped beam 3 is simply supported beam, k=0.125；Institute
When stating reinforced T-shaped beam 3 for continuous beam, the value of bending moment coefficients k can be found at " building structure reckoner ".The unit of q is
The unit of N/mm, l is mm.
In actual mechanical process, when quantity n of no-cohesive prestressed reinforcement 4 is determined, it is possible in accordance with the following methods
Being determined, process is as follows:
Step 3033-1, parameter initialization: use described parameter input unit that the initial value of n is set, and n=2；
Step 3033-2, section turn moment are verified: according to formula M=kql2To the beam body cross section of reinforced T-shaped beam 3 because of
The moment M that deadweight increases and increases calculates, and M Yu the n σ that will calculatep·apY carries out difference comparsion: work as n
σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine process and export n；Otherwise, as n σp·apY ＜ M
Time, enter step 3033-3；
Wherein k by the bending moment coefficients of the T-shaped beam of reinforcing 3, q by the beam body cross section of the T-shaped beam of reinforcing 3 glue because increasing described nothing
The line load that knot prestressing force and steel plate and concrete composite reinforcing construction produce, l by the calculating of the T-shaped beam of reinforcing 3 across footpath；
Step 3033-3, deformed bar quantity increase adjustment: add 1 by quantity n of now no-cohesive prestressed reinforcement 4；
Step 3033-4, section turn moment are verified: after in step 3033-3, deformed bar quantity increases adjustment, according to formula
M=kql2The moment M increased the beam body cross section of reinforced T-shaped beam 3 because deadweight increases calculates, and will calculate
M Yu the n σ gone outp·apY carries out difference comparsion: as n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity true
Determine process and export n；Otherwise, as n σp·apDuring y ＜ M, return step 3033-3.
In the present embodiment, according to the formula (2) the height h to longitudinal side steel plate 2 in step 304spwWhen calculating, calculate
Draw hspw=0.4h；
To h in step 304spwBefore output, also need to call longitudinal side steel plate height adjustment module to longitudinal side steel plate 2
Highly hspwBeing optimized adjustment, process is as follows:
Step 3041, longitudinal side steel plate height reduce adjustment: by hspwReduce Δ hspw；Wherein, Δ hspw=45mm～
55mm；
Step 3042, longitudinal side steel plate height threshold judge: after in step 3041, longitudinal side steel plate height reduces adjustment, right
hspwSize judge: work as hspw＜ 0.15h or hspwDuring ＜ 350mm, by hspwIncrease Δ hspw, complete longitudinal side steel plate high
Degree adjustment process also exports hspw；Otherwise, step 3043 is entered；
Step 3043, anti-bending bearing capacity are verified: call described anti-bending bearing capacity computing module, and according in step 3033-1
Described method is to the anti-bending bearing capacity M of beam body after described reinforcing after longitudinal side steel plate height reduces adjustment in step 3041uEnter
Row calculates, and the M that will calculateuWith Mu' carry out difference comparsion: work as Mu≥MuIn ' time, return step 3041；Otherwise, M is worked asu＜
MuIn ' time, by hspwIncrease Δ hspw, complete longitudinal side steel plate height adjustment process and export hspw。
In the present embodiment, when carrying out concrete thickness increase adjustment in step 30321, described data handling equipment calls number
Value increases adjusting module makes thn=thn+Δthn；
When carrying out the increase adjustment of strengthening steel slab thickness in step 30322, described data handling equipment is called described numerical value and is increased
Big adjusting module makes tsp=tsp+Δtsp；
When carrying out the steel plate height reduction adjustment of longitudinal side in step 3041, described data handling equipment is called described numerical value and is subtracted
Little adjusting module makes hspw=hspw-Δhspw；
By h in step 3052 and step 3053spwIncrease Δ hspwTime, described data handling equipment is all called described numerical value and is increased
Big adjusting module makes hspw=hspw+Δhspw。
In actual mechanical process, when carrying out concrete thickness increase adjustment in step 30321, described data handling equipment makes
By thn+ΔthnUnloading is thn?；When step 30322 carries out the increase adjustment of strengthening steel slab thickness, described data handling equipment
By tsp+ΔtspUnloading is tsp?；When carrying out the steel plate height reduction adjustment of longitudinal side in step 3041, described data process and set
Standby by hspw-ΔhspwUnloading is hspw?；By h in step 3042 and step 3043spwIncrease Δ hspwTime, described data process
Equipment is by hspw+ΔhspwUnloading is hspw?.
In the present embodiment, described data handling equipment is PC.
Time actually used, described data handling equipment can also use other data processing equipments such as ARM microprocessor.
According to general knowledge known in this field, neutral axis is that the neutral line of beam and the intersection of cross section are in plain bending and unsymmetrical bending
Under situation, cross section is zero with the direct stress value of each point on the intersection of stress plane, and this intersection is referred to as neutral axis.
In the present embodiment, the neutral axis being reinforced T-shaped beam 3 in step 2 passes and its concrete compression in described wing plate
Highly being not more than the thickness of described wing plate, described neutral axis is also referred to as natural axis.
In the present embodiment, the t described in step 301spm=6mm, thnm=80mm.
During practice of construction, can according to specific needs, to tspmAnd thnmSpan adjust accordingly.
As shown in the above, the concrete thickness t finally determinedhnAt thnm～thnMBetween, the reinforcing steel finally determined
Plate thickness tspAt tspm～tspmaxBetween.
In the present embodiment, thnM=20cm.
During practice of construction, can according to specific needs, by thnMValue adjust accordingly in the range of 18cm～22cm.
In the present embodiment, in being reinforced T-shaped beam 3 in step 2, set longitudinal compressive reinforcement 6-1 is respectively positioned on same level
On face and as' it is the vertical distance between longitudinal compressive reinforcement 6-1 and described wing plate end face, set vertical in being reinforced T-shaped beam 3
It is respectively positioned in same level and h to tension reinforcement 6-201Vertical between longitudinal tensile reinforcing bar 6-2 and described wing plate end face
Distance；Described longitudinal compressive reinforcement 6-1 and longitudinal tensile reinforcing bar 6-2 lays respectively at the neutral axis upper and lower two of reinforced T-shaped beam 3
Side；
The quantity of described longitudinal compressive reinforcement 6-1 is n1Road and its be respectively positioned in described wing plate, n1Longitudinal Steel Compression described in road
Muscle 6-1 is respectively positioned in same level；Asy' for n1The cross-sectional area sum of longitudinal compressive reinforcement 6-1 described in road；Wherein, n1
For positive integer；
The quantity of described longitudinal tensile reinforcing bar 6-2 is n2Road and its be respectively positioned in described web, n2Longitudinal tensile steel described in road
Muscle 6-2 is respectively positioned in same level；AsyFor n2The cross-sectional area sum of longitudinal tensile reinforcing bar 6-2 described in road；Wherein, n2For
Positive integer.
In the present embodiment, work as n1When >=2, n1Described in road, longitudinal compressive reinforcement 6-1 is in uniformly laying.Work as n2When >=2, n2Road
Described longitudinal tensile reinforcing bar 6-2 is in uniformly laying.Wherein, h01For longitudinal tensile reinforcing bar 6-2 present position to described wing plate end face
Vertical distance.
In the present embodiment, described in multiple tracks, no-cohesive prestressed reinforcement 4 is respectively positioned on the middle inside of described steel jacket box.Reinforced
The described web of T-shaped beam 3 is also referred to as floor.
Actual when calculating, it is also possible to by the c described in step 3010It is set as 0.25.
For calculating simplicity, when carrying out strengthening steel slab theoretical maximum THICKNESS CALCULATION in step 302, h '=h.
During practice of construction, steel plate of the described end 1 and two described longitudinal side steel plates 2 are all fixed on by multiple crab-bolts and are reinforced
On T-shaped beam 3.
When step 302 carries out strengthening steel slab theoretical maximum THICKNESS CALCULATION, it is analyzed from following three kinds of limit states:
Wherein, ε is reached when edge, compressive region concrete straincuTime, the strain of end steel plate 1 is εspy, under this kind of state, work as institute
When stating that the cross-sectional shape of beam body is first kind cross section after reinforcing, strengthening steel slab thickness tspMeet formula (4-11)；When described reinforcing
When the cross-sectional shape of rear beam body is Equations of The Second Kind cross section, strengthening steel slab thickness tspMeet formula (4-12)；
When edge, compressive region, concrete strain reaches εcuTime, the strain of longitudinal tensile reinforcing bar 6-2 is εsy, under this kind of state, when
When after described reinforcing, the cross-sectional shape of beam body is first kind cross section, strengthening steel slab thickness tspMeet formula (4-21)；Add when described
When Gu after, the cross-sectional shape of beam body is Equations of The Second Kind cross section, strengthening steel slab thickness tspMeet formula (4-22)；
When edge, compressive region, concrete strain reaches εcuTime, the strain of longitudinal side steel plate 2 is εspy, under this kind of state, this kind of shape
Under state, when after described reinforcing, the cross-sectional shape of beam body is first kind cross section, strengthening steel slab thickness tspMeet formula (4-31)；When
When after described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section, strengthening steel slab thickness tspMeet formula (4-32)；
So, strengthening steel slab theoretical maximum thickness t can be drawn according to formula (4)spmax。
Further, εi2When consideration secondary loading for calculating according to plane cross-section assumption affects, longitudinal direction side steel plate 2 is average
Hysteretic strain, εi1Calculate according to plane cross-section assumption.
In the present embodiment, the top gradient of the described xoncrete structure 5 of the described web left and right sides is 1: 1.
The above, be only presently preferred embodiments of the present invention, not impose any restrictions the present invention, every according to the present invention
Any simple modification, change and the equivalent structure change that above example is made by technical spirit, all still falls within skill of the present invention
In the protection domain of art scheme.
Claims (9)
1. the prestressing without bondn of a concrete T beam and steel reinforced concrete composite reinforcement method for designing, it is characterised in that: the method bag
Include following steps:
Step one, composite reinforcement structure determines: add the prestressing without bondn of reinforced T-shaped beam (3) with steel plate and concrete composite
Gu structure is determined；Being reinforced T-shaped beam (3) is reinforced beam；
What described prestressing without bondn and steel plate and concrete composite reinforcing construction included being laid in reinforced T-shaped beam (3) needs reinforcing
End steel plate (1) below district, two be laid in described longitudinal side steel plate (2) needing the left and right sides, stabilization zone and two difference respectively
It is laid in the described plug at end part steel plate needing rear and front end, stabilization zone, steel plate of the described end (1) and two described longitudinal sides steel plate (2)
All it is flat plate in vertical bridge to laying, steel plate of the described end (1) and longitudinal side steel plate (2) and the longitudinal length of the two is equal and institute
State and need the length of stabilization zone identical；Two described plug at end part steel plates are all laid in direction across bridge；Reinforced T-shaped beam (3) in level
Laying and it includes a wing plate laid in level and a web being positioned at immediately below described wing plate, described web is in vertically
To laying；Steel plate of the described end (1), lays in level, and two described longitudinal sides steel plate (2) are all in vertically to laying and the two symmetry
Being laid in above end steel plate (1) left and right sides, two described plug at end part steel plates are connected to two described longitudinal sides steel plate (2)
Between rear and front end, steel plate of the described end (1), two described longitudinal sides steel plate (2) and two described plug at end part steel plate compositions one
The steel jacket box of the individual web bottom being sleeved on reinforced T-shaped beam (3) from the bottom to top, is provided with many soap-free emulsion polymeization in described steel jacket box
Deformed bar (4), and in described steel jacket box, poured xoncrete structure (5)；Described xoncrete structure (5) be divided into be positioned at described
Lower concrete structure below web and two, left and right lay respectively at the sidepiece xoncrete structure of the described web left and right sides, and two
The individual described symmetrical laying of sidepiece xoncrete structure and the thickness of the two all with the thickness phase of described lower concrete structure
With, the most identical and three the material of thickness of steel plate of the described end (1) longitudinal side steel plate (2) described with two is the most identical；Many institutes
State no-cohesive prestressed reinforcement (4) to be all laid in same level and it is respectively positioned in the inner side of described lower concrete structure
Portion, the diameter of many described no-cohesive prestressed reinforcements (4) and identical length are same and it is in uniformly laying；
Step 2, reinforcing front T type girder construction parameter determination: the structural parameters of reinforced T-shaped beam (3) are determined；
Determined by reinforced set longitudinal compressive reinforcement (6-in the structural parameters of T-shaped beam (3) include reinforced T-shaped beam (3)
1) area of section Asy', comprcssive strength design load f of longitudinal compressive reinforcement (6-1)sy', reinforced in T-shaped beam (3) set
The area of section A of longitudinal tensile reinforcing bar (6-2)sy, tensile strength design load f of longitudinal tensile reinforcing bar (6-2)sy, reinforced T-shaped
Beam (3) interior compressive region longitudinal reinforcement Resultant force is to distance a at pressurized edge, cross sections', reinforced in T-shaped beam (3) set longitudinally
Distance a bottom the center of gravity of tension reinforcement (6-2) and described web0, the width b of described wing platef', the thickness h of described wing platef′、
The width b ' of described web and reinforced deck-molding h of T-shaped beam (3)1With effective depth of section h01, h1For described wing plate with described
The height sum of web, h01By being reinforced T-shaped beam (3) interior tensile region longitudinal direction nonprestressed reinforcement Resultant force to pressurized edge, cross section
Distance, wherein Asy' and AsyUnit be mm2, fsy' and fsyUnit be MPa, as′、a0、bf′、hf′、b′、h1And h01
Unit be mm；
Described longitudinal compressive reinforcement (6-1) is positioned at described wing plate, and described longitudinal tensile reinforcing bar (6-2) is positioned at described web,
Described longitudinal compressive reinforcement (6-1) and longitudinal tensile reinforcing bar (6-2) are nonprestressed reinforcement, and are reinforced in T-shaped beam (3)
Property axle passes in described wing plate；
Step 3, composite reinforcement structural texture parameter determination: according to the structure ginseng being reinforced T-shaped beam (3) determined in step 2
Number, uses the data handling equipment structure to prestressing without bondn described in step one Yu steel plate and concrete composite reinforcing construction
Parameter is determined；
Determined by the structural parameters of described prestressing without bondn and steel plate and concrete composite reinforcing construction include tsp、hspw、thn
And b, wherein tspFor end steel plate (1) or the thickness of longitudinal side steel plate (2), hspwFor the height of longitudinal side steel plate (2), thnFor described
Lower concrete structure or the thickness of described sidepiece xoncrete structure, b is the width of end steel plate (1)；
When the structural parameters of prestressing without bondn described in step one Yu steel plate and concrete composite reinforcing construction are determined,
Process is as follows:
Step 301, parameter initialization: use the parameter input unit connected with described data handling equipment, in input step two
The structural parameters being reinforced T-shaped beam (3) determined, and to tsp、b、hspwAnd thnInitial value be set respectively；Wherein, tsp
=tspmAnd tspm=5mm～7mm, thn=thnmAnd thnm=70mm～90mm；B=b '+2tsp+2thn(1)；hspw=c0×h
(2), wherein c0=0.15～0.4, h be reinforce after the height of beam body and h=h1+thn+tsp(3)；After described reinforcing, beam body is for adopting
Beam body after reinforced T-shaped beam (3) being reinforced with described prestressing without bondn and steel plate and concrete composite reinforcing construction；
Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION: described data handling equipment is according to formula tspmax=min (tsp1,
tsp2,tsp3) (4), calculate strengthening steel slab theoretical maximum thickness tspmax；
In this step, to strengthening steel slab theoretical maximum thickness tspmaxBefore calculating, first to the t in formula (4)sp1、tsp2With
tsp3Being determined respectively, process is as follows:
Step 3021, beam body cross-sectional shape judge: judging the cross-sectional shape of beam body after the most described reinforcing, process is such as
Under:
Step 3021-1, position of neutral axis determine: be determined the position of the neutral axis of beam body after the most described reinforcing；
Step 3021-2, concrete compression district height determine: according to the position of neutral axis determined in step 3021-1, to now
After described reinforcing, the concrete compression district height x of beam body is determined；
Step 3021-3, beam body cross-sectional shape judge: by concrete compression district height x and h determined by step 3021-2f' enter
Row difference comparsion, and according to difference comparsion result, the cross-sectional shape of beam body after the most described reinforcing is judged: as x≤hf′
Time, it is judged that it is first kind cross section for the cross-sectional shape of beam body after the most described reinforcing；Otherwise, as x ＞ hf' time, it is judged that for now
After described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section；
Step 3022, according to the cross-sectional shape of beam body after the most described reinforcing judged in step 3021, to tsp1、tsp2With
tsp3It is respectively calculated:
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, at described data
Reason equipment is according to formulaTo tsp1Calculate；Work as step
3021-3 judges when the cross-sectional shape of beam body is Equations of The Second Kind cross section after the most described reinforcing, described data handling equipment according to
FormulaTo tsp1Calculate；
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, at described data
Reason equipment is according to formulaTo tsp2Calculate；Work as step
3021-3 judges when the cross-sectional shape of beam body is Equations of The Second Kind cross section after the most described reinforcing, described data handling equipment according to
FormulaTo tsp2Calculate；
When step 3021-3 being judged, after the most described reinforcing, the cross-sectional shape of beam body is first kind cross section, at described data
Reason equipment is according to formula To tsp3Calculate；
When judging in step 3021-3 that after the most described reinforcing, the cross-sectional shape of beam body is Equations of The Second Kind cross section, described data process and set
Standby according to formula
To tsp3Calculate；
In formula (4-11), formula (4-12), formula (4-21), formula (4-22), formula (4-31) and (4-32), α1For described
The stress value of the compressive region concrete rectangular stress diagram of beam body and the ratio of concrete axial compressive strength design load, f after reinforcingc
By the concrete axial compressive strength design load of the T-shaped beam of reinforcing (3) and its unit be MPa, β be being subject to of beam body after described reinforcing
The ratio of compressive concrete rectangular stress block depth of compressive zone and neutral axis height and β=0.8；EsyBy being reinforced in T-shaped beam (3)
Elastic modelling quantity and its unit of set longitudinal tensile reinforcing bar (6-2) are MPa；EspFor end steel plate (1) or longitudinal side steel plate (2)
Elastic modelling quantity and its unit are MPa；
In formula (4-11) and formula (4-12),Wherein εspyFor end steel plate (1) or longitudinal side
The yield strain of steel plate (2), εcuBy the compressive region ultimate compressive strain of concrete of the T-shaped beam of reinforcing (3)；εi1For considering that secondary is subject to
The hysteretic strain of steel plate at the bottom of when power affects (1)；X is the concrete compression district height of beam body after described reinforcing；
To εspw1When calculating, first according to formula Calculate
Go out εspw10；Judge ε againspw10Whether it is more thanWhenTime,Otherwise, εspw1=εspw10；WhereinOr h'=h；εi2The hysteretic strain of longitudinal direction side steel plate (2) when affecting for consideration secondary loading；
To εs1When calculating, first according to formulaCalculate εs10；Sentence again
Disconnected εs10Whether it is more thanWhenTime,Otherwise, εs1=εs10；
In formula (4-21) and formula (4-22),Wherein εsySurrender for longitudinal tensile reinforcing bar (6-2)
Strain；
To εsp1When calculating, first according to formulaCalculate εsp10；Sentence again
Disconnected εsp10Whether it is more thanWhenTime,Otherwise, εsp1=εsp10；
To εspw2When calculating, first according to formula Calculate
εspw20；Judge ε againspw20Whether it is more thanWhenTime,Otherwise, εspw2=εspw20；
In formula (4-31) and formula (4-32),
To εsp2When calculating, first according to formula Meter
Calculation draws εsp20；Judge ε againsp20Whether it is more thanWhenTime,Otherwise, εsp2=εsp20；
To εs2When calculating, first according to formula Meter
Calculation draws εs20；Judge ε agains20Whether it is more thanWhenTime,Otherwise, εs2=εs20；
Step 303, strengthening steel slab thickness determine with concrete thickness: use described data handling equipment to tspAnd thnCarry out respectively
Determining, process is as follows:
Step 3031, overreinforced judge: judge the strengthening steel slab theoretical maximum thickness t calculated in step 302spmaxWhether it is less than
tspm: work as tspmax＜ tspmTime, it is judged that it is in overreinforced state for beam body after the most described reinforcing, and enters step 3032；Otherwise, when
tspmax≥tspmTime, it is judged that it is in non-overreinforced state for beam body after the most described reinforcing, and enters step 3033；
Step 3032, parameter increase adjustment, comprise the following steps:
Judgement that the increase of step 30321, concrete thickness adjusts and concrete thickness transfinites: by thnIncrease Δ thn, and to increase after
ThnCarry out concrete thickness to transfinite judgement: the t after increasinghn＞ thnMTime, it is judged that transfinite for concrete thickness, after increasing
ThnReducing △thn, and enter step 30322；Otherwise, the t after increasinghn≤thnMTime, it is judged that do not surpass for concrete thickness
Limit, and enter step 30323；
Wherein, Δ thn=15mm～25mm；thnMTie for described lower concrete structure set in advance or described sidepiece concrete
The maximum gauge of structure；
Step 30322, strengthening steel slab thickness increase adjustment: by tspIncrease Δ tsp, and enter step 30323；Wherein, Δ tsp=
1mm～3mm；
Step 30323, strengthening steel slab theoretical maximum THICKNESS CALCULATION and overreinforced judge: according to the method described in step 302, calculate
Draw now strengthening steel slab theoretical maximum thickness tspmax, and judge tspmaxWhether less than tspm: work as tspmax＜ tspmTime, it is judged that for
After the most described reinforcing, beam body is in overreinforced state, returns step 30321；Otherwise, t is worked asspmax≥tspmTime, it is judged that for now institute
After stating reinforcing, beam body is in non-overreinforced state, and enters step 3033；
Step 3033, anti-bending bearing capacity are verified, process is as follows:
Step 3033-1, anti-bending bearing capacity calculate: call described anti-bending bearing capacity computing module, to beam body after the most described reinforcing
Anti-bending bearing capacity MuCalculate, comprise the following steps:
Step 3033-11, according to the method described in step 3021-1 to step 3021-3, to beam body after the most described reinforcing
Cross-sectional shape judges；
Step 3033-12, anti-bending bearing capacity calculate: according to beam body after the most described reinforcing judged in step 3033-11
Cross-sectional shape, to the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate: when judging the most described reinforcing back rest
When the cross-sectional shape of body is first kind cross section, described data handling equipment is according to formula
To the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate；When judging now institute
When stating that the cross-sectional shape of beam body is Equations of The Second Kind cross section after reinforcing, described data handling equipment is according to formula
To the anti-bending bearing capacity M of beam body after the most described reinforcinguCalculate；
In formula (5-1) and formula (5-2), x is the concrete compression district height of beam body after described reinforcing；fspyFor end steel plate (1)
Or the steel plate tensile strength design load of longitudinal direction side steel plate (2), AspCross-sectional area and A for end steel plate (1)sp=b tsp, AspwFor
The cross-sectional area of longitudinal side steel plate (2) and Aspw=tsp·hspw；σpStretch-draw for predetermined no-cohesive prestressed reinforcement (4)
Proof stress value, ApFor prestressing without bondn set in described prestressing without bondn and steel plate and concrete composite reinforcing construction
The area of section of reinforcing bar (4)；A is set soap-free emulsion polymeization in described prestressing without bondn and steel plate and concrete composite reinforcing construction
The center of gravity of deformed bar (4) and distance between the center of gravity of set longitudinal tensile reinforcing bar (6-2) in being reinforced T-shaped beam (3)
And
Wherein, fspyAnd σpUnit be MPa, the unit of b, x and a is mm, Asp、AspwAnd ApUnit be mm2；
Step 3033-2, anti-bending bearing capacity judge: after the most described reinforcing that will calculate in step 3033-12, beam body is anti-
Curved bearing capacity MuWith Mu' carry out difference comparsion: work as Mu＜ MuIn ' time, return step 3032；Otherwise, M is worked asu≥MuIn ' time, complete coagulation
Soil thickness and strengthening steel slab thickness determine process and export thnAnd tsp, enter back into step 304；
Step 304, longitudinal side steel plate height determine with end steel plate width: the t of output in integrating step 303spAnd thn, described data
Processing equipment calculates the width b of end steel plate (1) according to formula (1) and exports b；Meanwhile, described data handling equipment elder generation root
Calculate the height h of beam body after described reinforcing according to formula (3), calculate the height of longitudinal side steel plate (2) further according to formula (2)
Degree hspwAnd export hspw。
2., according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1, it is special
Levy and be: to described α in step 3021When being determined, when the strength grade of concrete of reinforced T-shaped beam (3) is less than
During C50, α1=1；When the strength grade of concrete of reinforced T-shaped beam (3) is C80, α1=0.94；When reinforced T-shaped beam (3)
Strength grade of concrete when being other grade between C50～C80, α1It is determined by linear interpolation.
3. according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1 or 2,
It is characterized in that: before step 3033 carries out anti-bending bearing capacity checking, first to described prestressing without bondn and steel plate-concrete
In composite reinforcement structure, quantity n of set no-cohesive prestressed reinforcement (4) is determined；
When quantity n of no-cohesive prestressed reinforcement (4) is determined, according to formula(6), calculate viscous
Quantity n of knot deformed bar (4)；
In formula (5),Expression rounds up, σpControl stress for prestressing for predetermined no-cohesive prestressed reinforcement (4)
Value, y is that the neutral axis of beam body and described prestressing without bondn are set with in steel plate and concrete composite reinforcing construction after described reinforcing
Put the distance between the center of gravity of no-cohesive prestressed reinforcement (4), apFace, cross section for single described no-cohesive prestressed reinforcement (4)
Long-pending andWherein d0Diameter and its unit for no-cohesive prestressed reinforcement (4) are mm；M is by being reinforced T-shaped beam
(3) moment of flexure and M=kql that beam body cross section increases and increase because conducting oneself with dignity2, wherein k by the bending moment coefficients of the T-shaped beam of reinforcing (3),
Q by the beam body cross section of the T-shaped beam of reinforcing (3) produce because increasing described prestressing without bondn and steel plate and concrete composite reinforcing construction
Raw line load, l by the calculating of the T-shaped beam of reinforcing (3) across footpath.
4. according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1 or 2,
It is characterized in that: before step 3033 carries out anti-bending bearing capacity checking, first to described prestressing without bondn and steel plate-concrete
In composite reinforcement structure, quantity n of set no-cohesive prestressed reinforcement (4) is determined；
When being determined quantity n of no-cohesive prestressed reinforcement (4), process is as follows:
Step 3033-1, parameter initialization: use described parameter input unit that the initial value of n is set, and n=2；
Step 3033-2, section turn moment are verified: according to formula M=kql2To the beam body cross section of reinforced T-shaped beam (3) because of from
The moment M heavily increased and increase calculates, and M Yu the n σ that will calculatep·apY carries out difference comparsion: work as n
σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine process and export n；Otherwise, as n σp·apY ＜ M
Time, enter step 3033-3；
Wherein k by the bending moment coefficients of the T-shaped beam of reinforcing (3), q by the beam body cross section of the T-shaped beam of reinforcing (3) glue because increasing described nothing
The line load that knot prestressing force and steel plate and concrete composite reinforcing construction produce, l by the calculating of the T-shaped beam of reinforcing (3) across footpath；
Step 3033-3, deformed bar quantity increase adjustment: add 1 by quantity n of now no-cohesive prestressed reinforcement (4)；
Step 3033-4, section turn moment are verified: after in step 3033-3, deformed bar quantity increases adjustment, according to formula M=
kql2The moment M increased the beam body cross section of reinforced T-shaped beam (3) because deadweight increases calculates, and will calculate
M Yu the n σ gone outp·apY carries out difference comparsion: as n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity true
Determine process and export n；Otherwise, as n σp·apDuring y ＜ M, return step 3033-3.
5. according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1 or 2,
It is characterized in that: according to the formula (2) the height h to longitudinal side steel plate (2) in step 304spwWhen calculating, calculate hspw
=0.4h；
To h in step 304spwBefore output, also need the height calling longitudinal side steel plate height adjustment module to longitudinal side steel plate (2)
Degree hspwBeing optimized adjustment, process is as follows:
Step 3041, longitudinal side steel plate height reduce adjustment: by hspwReduce Δ hspw；Wherein, Δ hspw=45mm～55mm；
Step 3042, longitudinal side steel plate height threshold judge: after in step 3041, longitudinal side steel plate height reduces adjustment, to hspw
Size judge: work as hspw＜ 0.15h or hspwDuring ＜ 350mm, by hspwIncrease Δ hspw, complete longitudinal side steel plate height and adjust
It has suffered journey and export hspw；Otherwise, step 3043 is entered；
Step 3043, anti-bending bearing capacity are verified: call described anti-bending bearing capacity computing module, and according to described in step 3033-1
Method longitudinal side steel plate height in step 3041 is reduced adjust after the anti-bending bearing capacity M of beam body after described reinforcinguCount
Calculate, and the M that will calculateuWith Mu' carry out difference comparsion: work as Mu≥MuIn ' time, return step 3041；Otherwise, M is worked asu＜ Mu' time,
By hspwIncrease Δ hspw, complete longitudinal side steel plate height adjustment process and export hspw。
6., according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 5, it is special
Levying and be: when carrying out concrete thickness increase adjustment in step 30321, described data handling equipment is called numerical value and is increased adjustment mould
Block makes thn=thn+Δthn；
When carrying out the increase adjustment of strengthening steel slab thickness in step 30322, described data handling equipment is called described numerical value and is increased tune
Mould preparation block makes tsp=tsp+Δtsp；
When carrying out the steel plate height reduction adjustment of longitudinal side in step 3041, described data handling equipment is called described numerical value and is reduced tune
Mould preparation block makes hspw=hspw-Δhspw；
By h in step 3052 and step 3053spwIncrease Δ hspwTime, described data handling equipment is all called described numerical value and is increased tune
Mould preparation block makes hspw=hspw+Δhspw。
7. according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1 or 2,
It is characterized in that: the t described in step 301spm=6mm, thnm=80mm.
8. according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1 or 2,
It is characterized in that: in being reinforced T-shaped beam (3) in step 2, set longitudinal compressive reinforcement (6-1) is respectively positioned in same level
And as' it is the vertical distance between longitudinal compressive reinforcement (6-1) and described wing plate end face, set vertical in being reinforced T-shaped beam (3)
It is respectively positioned in same level and h to tension reinforcement (6-2)01For between longitudinal tensile reinforcing bar (6-2) and described wing plate end face
Vertical distance；Described longitudinal compressive reinforcement (6-1) and longitudinal tensile reinforcing bar (6-2) lay respectively at the neutrality of reinforced T-shaped beam (3)
The upper and lower both sides of axle；
The quantity of described longitudinal compressive reinforcement (6-1) is n1Road and its be respectively positioned in described wing plate, n1Longitudinal compressive reinforcement described in road
(6-1) it is respectively positioned in same level；Asy' for n1The cross-sectional area sum of longitudinal compressive reinforcement (6-1) described in road；Wherein,
n1For positive integer；
The quantity of described longitudinal tensile reinforcing bar (6-2) is n2Road and its be respectively positioned in described web, n2Longitudinal tensile reinforcing bar described in road
(6-2) it is respectively positioned in same level；AsyFor n2The cross-sectional area sum of longitudinal tensile reinforcing bar (6-2) described in road；Wherein, n2
For positive integer.
9. according to prestressing without bondn and the steel reinforced concrete composite reinforcement method for designing of the concrete T beam described in claim 1 or 2,
It is characterized in that: the c described in step 3010=0.25.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110670634A (en) * | 2019-08-19 | 2020-01-10 | 清华大学 | Method for calculating bending resistance bearing capacity of compartment type double-steel-plate-concrete combined structure |
| CN110717211A (en) * | 2019-09-20 | 2020-01-21 | 河海大学 | Method for calculating bending resistance of underground continuous wall steel bar lap joint |
| CN111413056A (en) * | 2020-03-31 | 2020-07-14 | 广西壮族自治区玉林公路发展中心 | Method for positioning neutral axis of simply supported beam structure with few strain sensors |
| CN116738753A (en) * | 2023-07-04 | 2023-09-12 | 四川省建筑科学研究院有限公司 | Bearing capacity calculation method for reinforcing increased section of circular section eccentric compression member |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20000055053A (en) * | 1999-02-03 | 2000-09-05 | 방명석 | Reinforcing Method Of PC Beam Bridge With Box Structure And PC Beam Bridge Having Box Reinforced Structure |
| US7018138B2 (en) * | 2001-08-07 | 2006-03-28 | Suk-Dong Bae | Pier-repairing and reinforcing panel and method of repairing and reinforcing piers using such panels |
| JP2012026230A (en) * | 2010-07-27 | 2012-02-09 | Kawasaki Heavy Ind Ltd | Railroad bridge composite structure and composition method |
| CN102561213A (en) * | 2012-02-15 | 2012-07-11 | 中南大学 | Steel plate-concrete composite structure reinforcement method of structural negative moment region |
| CN103382704A (en) * | 2013-06-25 | 2013-11-06 | 西安公路研究院 | Unbonded prestress and steel plate-concrete combined reinforcement structure for box girder or T-shaped girder |
| CN104947603A (en) * | 2015-04-30 | 2015-09-30 | 西安科技大学 | Reinforced concrete girder bridge girder reinforcing structure and method |
| CN105178203A (en) * | 2015-09-02 | 2015-12-23 | 东北林业大学 | Method for reinforcing bridge member through polyurethane-cement composite material and reinforcing mesh |
-
2016
- 2016-05-31 CN CN201610378785.5A patent/CN105839551B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20000055053A (en) * | 1999-02-03 | 2000-09-05 | 방명석 | Reinforcing Method Of PC Beam Bridge With Box Structure And PC Beam Bridge Having Box Reinforced Structure |
| US7018138B2 (en) * | 2001-08-07 | 2006-03-28 | Suk-Dong Bae | Pier-repairing and reinforcing panel and method of repairing and reinforcing piers using such panels |
| JP2012026230A (en) * | 2010-07-27 | 2012-02-09 | Kawasaki Heavy Ind Ltd | Railroad bridge composite structure and composition method |
| CN102561213A (en) * | 2012-02-15 | 2012-07-11 | 中南大学 | Steel plate-concrete composite structure reinforcement method of structural negative moment region |
| CN103382704A (en) * | 2013-06-25 | 2013-11-06 | 西安公路研究院 | Unbonded prestress and steel plate-concrete combined reinforcement structure for box girder or T-shaped girder |
| CN104947603A (en) * | 2015-04-30 | 2015-09-30 | 西安科技大学 | Reinforced concrete girder bridge girder reinforcing structure and method |
| CN105178203A (en) * | 2015-09-02 | 2015-12-23 | 东北林业大学 | Method for reinforcing bridge member through polyurethane-cement composite material and reinforcing mesh |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110670634A (en) * | 2019-08-19 | 2020-01-10 | 清华大学 | Method for calculating bending resistance bearing capacity of compartment type double-steel-plate-concrete combined structure |
| CN110717211A (en) * | 2019-09-20 | 2020-01-21 | 河海大学 | Method for calculating bending resistance of underground continuous wall steel bar lap joint |
| CN110717211B (en) * | 2019-09-20 | 2021-05-11 | 河海大学 | Method for calculating bending resistance of underground continuous wall steel bar lap joint |
| CN111413056A (en) * | 2020-03-31 | 2020-07-14 | 广西壮族自治区玉林公路发展中心 | Method for positioning neutral axis of simply supported beam structure with few strain sensors |
| CN111413056B (en) * | 2020-03-31 | 2022-01-14 | 广西壮族自治区玉林公路发展中心 | Method for positioning neutral axis of simply supported beam structure with few strain sensors |
| CN116738753A (en) * | 2023-07-04 | 2023-09-12 | 四川省建筑科学研究院有限公司 | Bearing capacity calculation method for reinforcing increased section of circular section eccentric compression member |
| CN116738753B (en) * | 2023-07-04 | 2024-03-01 | 四川省建筑科学研究院有限公司 | Bearing capacity calculation method for reinforcing increased section of circular section eccentric compression member |
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