CN106087778A - The prestressing without bondn of box beam and steel plate concrete composite reinforcement method for designing - Google Patents

Abstract

The invention discloses prestressing without bondn and the steel plate concrete composite reinforcement method for designing of a kind of box beam, including step: one, composite reinforcement structure determines: the prestressing without bondn of reinforced box beam is determined with steel plate concrete composite reinforcement structure；This composite reinforcement structure includes the steel jacket box being made up of end steel plate, two longitudinal side steel plates and two plug at end part steel plates, is provided with many no-cohesive prestressed reinforcements in steel jacket box；Two, box-beam structure parameter determination before reinforcing；Three, composite reinforcement structural texture parameter determination, process is as follows: parameter initialization, strengthening steel slab theoretical maximum THICKNESS CALCULATION, strengthening steel slab thickness determine with concrete thickness and longitudinal side steel plate height determines with end steel plate width.The inventive method step is simple, reasonable in design and realization is convenient, using effect is good, and energy is easy, quickly determine the structural parameters of bridge composite reinforcement structure, and designed bridge composite reinforcement structure economics is practical and consolidation effect is good.

Description

The prestressing without bondn of box beam and steel plate and concrete composite Design Method of Reinforcing

Technical field

The invention belongs to Technology Bridge Strengthening field, especially relate to the prestressing without bondn of a kind of box beam and steel plate-mixed Design Method of Reinforcing closes in solidifying local soil type.

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 the nothing of a kind of box beam Binding prestress and steel plate and concrete composite Design Method of Reinforcing, 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 prestressing without bondn of a kind of box beam and steel Plate-Combined concrete Design Method of Reinforcing, it is characterised in that: the method comprises the following steps:

Step one, composite reinforcement structure determines: add the prestressing without bondn of reinforced box beam with steel plate and concrete composite Gu structure is determined；Reinforced box beam is prestressed concrete beam；

What described prestressing without bondn and steel plate and concrete composite reinforcing construction included being laid in reinforced box beam needs reinforcing 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 be laid in respectively 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 cloth If, 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 phase needing stabilization zone With；Two described plug at end part steel plates are all laid in direction across bridge；Reinforced box beam be level lay and it include one in level The top board laid, a base plate being positioned at immediately below described top board and lay in level and two, left and right be connected to described top board with Web between described base plate, two described webs are symmetrically laid；Steel plate of the described end is that level is laid, two described longitudinal sides Steel plate is laid in the bottom outside of two described webs respectively, each described longitudinal side steel plate all with its web laid in flat Row is laid, and two described longitudinal side steel plate symmetries are laid in above the steel plate left and right sides, the end, and two described plug at end part steel plates are even It is connected to before and after two described longitudinal side steel plates between two ends, described in steel plate of the described end, two described longitudinal side steel plates and two The steel jacket box of one web bottom being sleeved on reinforced box beam from the bottom to top of plug at end part steel plate composition, the horizontal stroke of described steel jacket box Cross section is isosceles trapezoid, is provided with many no-cohesive prestressed reinforcements, and has poured mixed in described steel jacket box in described steel jacket box Xtah Crude Clay structure；Described xoncrete structure be divided into be positioned at the lower concrete structure below described base plate and two lay respectively at two The sidepiece xoncrete structure of described web outside, two described symmetrical layings of sidepiece xoncrete structure and the thickness of the two All 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 the most identical and The material of three is the most identical；Many described no-cohesive prestressed reinforcements are all laid in same level and it is respectively positioned on the described end The middle inside of portion's xoncrete structure, the diameter of many described no-cohesive prestressed reinforcements and identical length are same and it is uniform cloth If；

Box-beam structure parameter determination before step 2, reinforcing: the structural parameters of reinforced box beam are determined；

Determined by the structural parameters of reinforced box beam include set longitudinal prestressing steel in the base plate of reinforced box beam The area of section A of muscle_p, the area of section A of set longitudinal compressive reinforcement in reinforced box beam_sy', the resistance to compression of longitudinal compressive reinforcement Strength failure criterion f_sy', the area of section A of set longitudinal tensile reinforcing bar in reinforced box beam_sy, the tension of longitudinal tensile reinforcing bar Strength failure criterion f_sy, in reinforced box beam compressive region longitudinal reinforcement Resultant force to distance a at pressurized edge, cross section_s', reinforced case In beam, the Resultant force of tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar is to distance a at tension edge, cross section₀, described The width b of top board_f', the thickness h of described top board_f', tensile region is indulged in the thickness sum b ' of two described webs, reinforced box beam Distance h to the Resultant force of nonprestressed reinforcement and longitudinal prestressing reinforcing bar to pressurized edge, cross section₀Beam with reinforced box beam High h₁, h₁By the beam body height of reinforcing box beam and its be from described top board end face to the vertical distance of described base plate bottom surface, wherein A_p、A_sy' and A_syUnit be mm², f_sy' and f_syUnit be MPa, a_s′、a₀、b_f′、h_f′、b′、h₀And h₁Unit equal For mm；h₀+a₀=h₁；

Described longitudinal compressive reinforcement is positioned at described top board, and described longitudinal tensile reinforcing bar is positioned at described base plate, described vertical It is nonprestressed reinforcement to compressive reinforcement and longitudinal tensile reinforcing bar, and the neutral axis of reinforced box beam is positioned under described top board Side；

Step 3, composite reinforcement structural texture parameter determination: join according to the structure of the reinforced box 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 t_sp、 h_spw、t_hnAnd b, wherein t_spFor end steel plate or the thickness of longitudinal side steel plate, h_spwFor the width of longitudinal side steel plate, t_hnFor 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 of the reinforced box beam determined in two, and to t_sp、b、h_spwAnd t_hnInitial value be set respectively；Wherein, t_sp =t_spmAnd t_spm=5mm～7mm, t_hn=t_hnmAnd t_hnm=70mm～90mm；B=b '+2t_sp+2t_hn(1)；Wherein c₀=0.15～0.4, A are the angle between described web and horizontal plane and A≤90 °, and h is The height of beam body and h=h after reinforcing₁+t_hn+t_sp(3), vertical height h of longitudinal side steel plate_spv=c₀×h；Described reinforcing Rear beam body by the described prestressing without bondn of employing and steel plate and concrete composite reinforcing construction to after reinforcing box beam reinforces Beam body；

Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION: described data handling equipment is according to formula t_spmax=min (t_sp1,t_sp2,t_sp3) (4), calculate strengthening steel slab theoretical maximum thickness t_spmax；

In formula (4),

$t_{sp1}=\frac{{\mathrm{\α}}_1{f}_c\left({b_f}^{\′}-b^{\′}\right){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_1{h}_0\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-f_{sy}{A}_{sy}-f_{py}{A}_{py}}{E_{sp}{\mathrm{\ϵ}}_{sp1}b+2E_{sp}{\mathrm{\ϵ}}_{spw1}{h}_{spw}}---\left(4-1\right);$

$t_{sp2}=\frac{{\mathrm{\α}}_1{f}_c({b_f}^{\′}-b^{\′}){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_2{h}^{\′}\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-E_{py}\left({\mathrm{\ϵ}}_{s1}+\frac{{\mathrm{\σ}}_{p0}}{E_{py}}\right)A_{py}-E_{sy}{\mathrm{\ϵ}}_{s2}{A}_{sy}}{f_{spy}b+2E_{sp}{\mathrm{\ϵ}}_{spw2}{h}_{spw}}---(4-2);$

$t_{sp3}=\frac{{\mathrm{\α}}_1{f}_c({b_f}^{\′}-b^{\′}){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_3\left(h-t_{sp}-\frac{h_{spv}}{2}\right)\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-E_{py}\left({\mathrm{\ϵ}}_{s3}+\frac{{\mathrm{\σ}}_{p0}}{E_{py}}\right)A_{py}-E_{sy}{\mathrm{\ϵ}}_{s4}{A}_{sy}}{E_{sp}{\mathrm{\ϵ}}_{sp2}b+2f_{spy}{h}_{spw}}---(4-3);$

In formula (4-1), formula (4-2) and (4-3), α₁For the compressive region concrete rectangular stress of beam body after described reinforcing The stress value of figure and the ratio of concrete axial compressive strength design load, f_cBy the concrete axial compressive strength of reinforcing box beam Design load and its unit be MPa, β be after described reinforcing the compressive region concrete rectangular stress diagram depth of compressive zone of beam body with neutral The ratio of axle height and β=0.8；E_syBy in reinforcing box beam elastic modelling quantity and its unit of set longitudinal tensile reinforcing bar be MPa；E_pyBy in reinforcing box beam elastic modelling quantity and its unit of set longitudinal prestressing reinforcing bar be MPa；E_spFor end steel plate or Elastic modelling quantity and its unit of longitudinal side steel plate are MPa；A_pyBy the cross section of longitudinal prestressing reinforcing bar set by reinforcing box beam Long-pending and its unit is mm²；

In formula (4-1),Wherein ε_cuBy reinforcing box beam compressive region mix Solidifying soil compressive ultimate strain, σ_p0By the reinforcing bar Resultant force concrete normal stress of set longitudinal prestressing reinforcing bar in reinforcing box beam Stress of prestressed steel value and its unit during equal to zero are MPa；f_pyFor longitudinal prestressing reinforcing bar tensile strength design load and Its unit is MPa；

To ε_sp1When calculating, first according to formulaCalculate ε_sp10；Again Judge ε_sp10Whether it is more thanWhenTime,Otherwise, ε_sp1=ε_sp10；WhereinOr h'= h；ε_spyFor end steel plate or the yield strain of longitudinal side steel plate；ε_i1The hysteretic strain of steel plate at the bottom of when affecting for consideration secondary loading； f_spyIt is MPa for end steel plate or the steel plate tensile strength design load of longitudinal side steel plate and its unit；

To ε_spw1When calculating, first according to formulaMeter Calculation draws ε_spw10；Judge ε again_spw10Whether it is more thanWhenTime,Otherwise, ε_spw1=ε_spw10； Wherein ε_i2The hysteretic strain of longitudinal direction side steel plate when affecting for consideration secondary loading；

In formula (4-2),

To ε_s1When calculating, first according to formulaCalculate ε_s10； Judge ε again_s10Whether it is more thanWhenTime,Otherwise, ε_s1=ε_s10；

To ε_s2When calculating, it is judged that ε_s10Whether it is more thanWhenTime,Otherwise, ε_s2= ε_s10；

To ε_spw2When calculating, first according to formula Meter Calculation draws ε_spw20；Judge ε again_spw20Whether it is more thanWhenTime,Otherwise, ε_spw2=ε_spw20；

In formula (4-3),

To ε_s3When calculating, first according to formula Calculate ε_s30；Judge ε again_s30Whether it is more thanWhenTime,Otherwise, ε_s3=ε_s30；

To ε_s4When calculating, it is judged that ε_s30Whether it is more thanWhenTime,Otherwise, ε_s4= ε_s30；

To ε_sp2When calculating, first according to formula Calculate ε_sp20；Judge ε again_sp20Whether it is more thanWhenTime,Otherwise, ε_sp2=ε_sp20；

Step 303, strengthening steel slab thickness determine with concrete thickness: use described data handling equipment to t_spAnd t_hnPoint Not being determined, process is as follows:

Step 3031, overreinforced judge: judge the strengthening steel slab theoretical maximum thickness t calculated in step 302_spmaxWhether Less than t_spm: work as t_spmax＜ t_spmTime, 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 as_spmax≥t_spmTime, 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 t_hnIncrease Δ t_hn, and to increasing T after great_hnCarry out concrete thickness to transfinite judgement: the t after increasing_hn＞ t_hnMTime, it is judged that transfinite for concrete thickness, will increase T after great_hnReducing △t_hn, and enter step 30322；Otherwise, the t after increasing_hn≤t_hnMTime, it is judged that for concrete thickness not Transfinite, and enter step 30323；

Wherein, Δ t_hn=15mm～25mm；t_hnMFor 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 t_spIncrease Δ t_sp, and enter step 30323；Wherein, Δ t_sp=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 t_spmax, and judge t_spmaxWhether less than t_spm: work as t_spmax＜ t_spmTime, sentence Break and be in overreinforced state for beam body after the most described reinforcing, return step 30321；Otherwise, t is worked as_spmax≥t_spmTime, 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: call anti-bending bearing capacity computing module and process according to data described in formula Equipment is according to formula

To the anti-bending bearing capacity M of beam body after the most described reinforcing_uCarry out Calculate, and the M that will calculate_uWith M_u' carry out difference comparsion: work as M_u＜ M_uIn ' time, return step 3032；Otherwise, M is worked as_u≥M_u′ Time, complete concrete thickness and strengthening steel slab thickness determines process and exports t_hnAnd t_sp, enter back into step 304；

In formula (5), x is the concrete compression district height of beam body after described reinforcing；A_pyVertical by being reinforced set by box beam To the cross-sectional area of deformed bar, A_spCross-sectional area and A for end steel plate_sp=b t_sp, A_spwTransversal for longitudinal side steel plate Area and A_spw=t_sp·h_spw；σ_pkFor the stress value of predetermined no-cohesive prestressed reinforcement, A_pkIn advance should for described soap-free emulsion polymeization Power is the area of section of set no-cohesive prestressed reinforcement with in steel plate and concrete composite reinforcing construction；A is that described soap-free emulsion polymeization is pre- Stress is the center of gravity of set no-cohesive prestressed reinforcement and tension in reinforced box beam with in steel plate and concrete composite reinforcing construction Distance between district's longitudinal direction nonprestressed reinforcement and the Resultant force of longitudinal prestressing reinforcing bar and

Wherein, σ_pkUnit be MPa, the unit of b, x and a is mm, A_sp、A_spwAnd A_pkUnit be mm²；

Step 304, longitudinal side steel plate height determine with end steel plate width: the t of output in integrating step 303_spAnd t_hn, 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 h_spwAnd export h_spw。

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, is characterized in that: step 302 In to described α₁When being determined, when the strength grade of concrete of reinforced box beam is less than C50, α₁=1；When being reinforced When the strength grade of concrete of box beam is C80, α₁=0.94；When the strength grade of concrete of reinforced box beam be C50～C80 it Between other grade time, α₁It is determined by linear interpolation.

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, 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, σ_pControl 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, a_pFor 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 reinforcing box beam cut The moment of flexure and M=kql that face increases and increase because conducting oneself with dignity², wherein k by the bending moment coefficients of reinforcing box beam, q by reinforcing box beam Beam body cross section is because increasing the line load that described prestressing without bondn produces with steel plate and concrete composite reinforcing construction, and l is by being reinforced The calculating of box beam is across footpath.

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, 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 box beam because of from The moment M heavily increased and increase calculates, and M Yu the n σ that will calculate_p·a_pY carries out difference comparsion: work as n σ_p·a_pDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine process and export n；Otherwise, as n σ_p·a_pY ＜ M Time, enter step 3033-3；

Wherein k by the bending moment coefficients of reinforcing box beam, q by the beam body cross section of reinforcing box beam pre-because increasing described soap-free emulsion polymeization The line load that stress and steel plate and concrete composite reinforcing construction produce, l by the calculating of reinforcing box beam 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 box beam because deadweight increases calculates, and will calculate M Yu n σ_p·a_pY carries out difference comparsion: as n σ_p·a_pDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine Process also exports n；Otherwise, as n σ_p·a_pDuring y ＜ M, return step 3033-3.

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, is characterized in that: step 304 The middle width h according to formula (2) to longitudinal side steel plate_spwWhen calculating, calculate

To h in step 304_spwBefore output, also need the height calling longitudinal side steel plate width adjusting module to longitudinal side steel plate Degree h_spwBeing optimized adjustment, process is as follows:

Step 3041, longitudinal side steel plate width reduce adjustment: by h_spwReduce Δ h_spw；Wherein, Δ h_spw=45mm～ 55mm；

Step 3042, longitudinal side steel plate width threshold decision: after in step 3041, longitudinal side steel plate width reduces adjustment, right h_spwSize judge: whenOr h_spwDuring sinA ＜ 350mm, by h_spwIncrease Δ h_spw, complete to indulge To side steel plate height adjustment process and export h_spw；Otherwise, step 3043 is entered；

Step 3043, anti-bending bearing capacity are verified: call described anti-bending bearing capacity computing module, and according to formula (5) to step The anti-bending bearing capacity M of beam body after described reinforcing after longitudinal side steel plate width reduces adjustment in rapid 3041_uCalculate, and will calculate The M drawn_uWith M_u' carry out difference comparsion: work as M_u≥M_uIn ' time, return step 3041；Otherwise, M is worked as_u＜ M_uIn ' time, by h_spwIncrease Δ h_spw, complete longitudinal side steel plate width and adjust process and export h_spw。

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, 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 t_hn=t_hn +Δt_hn；

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 t_sp=t_sp+Δt_sp；

When carrying out the steel plate width reduction adjustment of longitudinal side in step 3041, described data handling equipment is called described numerical value and is subtracted Little adjusting module makes h_spw=h_spw-Δh_spw；

By h in step 3042 and step 3043_spwIncrease Δ h_spwTime, described data handling equipment is all called described numerical value and is increased Big adjusting module makes h_spw=h_spw+Δh_spw。

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, is characterized in that: step 3033 Middle according to formula (5) to the anti-bending bearing capacity M of beam body after the most described reinforcing_uBefore calculating, first according to true in step 2 The structural parameters of fixed reinforced box beam and now n, t_sp、b、h_spwAnd t_hnNumerical value, to beam body after the most described reinforcing The position of neutral axis is determined, and according to the position of the neutral axis of beam body after described reinforcing to beam body after the most described reinforcing Concrete compression district height x is determined.

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, is characterized in that: step 301 Described in t_spm=6mm, t_hnm=80mm.

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, is characterized in that: in step 2 In reinforced box beam, set longitudinal compressive reinforcement is respectively positioned in same level and a_s' it is longitudinal compressive reinforcement and described top board Vertical distance between end face, in reinforced box beam, set longitudinal tensile reinforcing bar is respectively positioned in same level；Described longitudinal direction Compressive reinforcement and longitudinal tensile reinforcing bar lay respectively at the upper and lower both sides of neutral axis of reinforced box beam；

The quantity of described longitudinal compressive reinforcement is n₁Road and its be respectively positioned in described top board, n₁Longitudinal compressive reinforcement described in road It is respectively positioned in same level；A_sy' 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 base plate, n₂Longitudinal tensile reinforcing bar described in road It is respectively positioned in same level；A_syFor n₂The cross-sectional area sum of longitudinal tensile reinforcing bar (6-2) described in road；Wherein, n₂For just Integer.

The quantity of described longitudinal prestressing reinforcing bar is n₃Road and its be respectively positioned in described base plate, n₃Longitudinal prestressing described in road Reinforcing bar is respectively positioned in same level and it is respectively positioned on n₂Above longitudinal tensile reinforcing bar described in road；A_pFor n₃The most in advance should described in road The cross-sectional area sum of power reinforcing bar；Wherein, n₃For positive integer.

The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, 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 clock_sp、h_spw、t_hnWith 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 t_spmaxIt is defined respectively etc. parameter.Use this The bright Reinforcing parameter that carries out is when determining, the concrete thickness t finally determined_hnAt t_hnm～t_hnMBetween, the strengthening steel slab finally determined Thickness t_spAt t_spm～t_spmaxBetween.

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 t_hnM, purpose that after reaching to prevent the reinforcing brought because of concrete thickness increase, beam body deadweight increases； Further, by strengthening steel slab thickness t_spAt t_spm～t_spmaxBetween, 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 combination of reinforced box beam Site area is relatively big, and bar planting is uniform, stress relative distribution, eliminates the problem that at steering block and anchor block, stress is concentrated, greatly Reduce the risk that loss of prestress was even lost efficacy.Casting concrete knot 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 have outside neat, good endurance, The advantages such as stability height, good economy performance and easy construction, can effectively play resistance to compression and steel plate, the unbonded prestressing tendon of concrete The strong feature of pull resistance, and can effectively solve the reinforcing construction outward appearance that existing box girder pre-stressed reinforcement means exists irregular, 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 is adopted Reinforcing construction can significantly improve bearing capacity and the rigidity of structure of bridge, the performance of material new, old can be made full use of, and Newly, the connecting structure that it is necessary between old concrete and steel plate and novel concrete, stress performance is reliable, and after reinforcing, beam body has The advantages such as bearing capacity is high, rigidity big, good endurance, less, the quick construction of deadweight increase.Right according to design reinforcement of the present invention structure After reinforced box beam has been reinforced, can be to ensureing that after reinforcing, the bearing capacity and stiffness of compound section is improved, answering of original structure Power 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 box beam that all neutral axis pass in web without viscous Knot prestressing force 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 longitudinal prestressing reinforcing bars；

4 no-cohesive prestressed reinforcements；5 xoncrete structures；6 reinforced box beams；

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 box beam as shown in Figure 1 and steel plate and concrete composite Design Method of Reinforcing, including with Lower step:

Step one, composite reinforcement structure determines: prestressing without bondn and the steel plate and concrete composite to reinforced box beam 6 Reinforcing construction is determined；Reinforced box beam 6 is prestressed concrete 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 case The end steel plate 1, two below stabilization zone that needs of beam 6 is laid in described longitudinal side steel plate 2 and needing the left and right sides, stabilization zone respectively Two are 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 respectively Steel plate 2 all in vertical bridge to laying, steel plate of the described end 1 and longitudinal side steel plate 2 be flat plate and the longitudinal length of the two all with The described length needing stabilization zone is identical；Two described plug at end part steel plates are all laid in direction across bridge；Reinforced box beam 6 is in horizontal cloth And if it includes a top board laid in level, a base plate being positioned at immediately below described top board and lay and left and right in level Two webs being connected between described top board and described base plate, two described webs are symmetrically laid；Steel plate 1 is in water at the described end Plain cloth sets, and two described longitudinal side steel plates 2 are laid in the bottom outside of two described webs, each described longitudinal side steel plate respectively 2 webs all laid with it are parallel laying, and two described longitudinal side steel plate 2 symmetries are laid on end steel plate 1 left and right sides Side, two described plug at end part steel plates are connected to before and after two described longitudinal side steel plates 2 between two ends, steel plate of the described end 1, two Individual described longitudinal side steel plate 2 and two described plug at end part steel plate one abdomens being sleeved on reinforced box beam 6 from the bottom to top of composition The steel jacket box of plate bottom, the cross section of described steel jacket box is isosceles trapezoid, is provided with many soap-free emulsion polymeization and in advance should in described steel jacket box Xoncrete structure 5 has been poured in power reinforcing bar 4, and described steel jacket box；Described xoncrete structure 5 is divided into and being positioned at below described base plate Lower concrete structure and two sidepiece xoncrete structures laying respectively at two described web outside, two described sidepiece coagulations The symmetrical laying of soil 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 The most identical and three the material of thickness of longitudinal side described with two steel plate 2 is the most identical；Many described no-cohesive prestressed reinforcements 4 All being laid in same level and it is respectively positioned on the middle inside of described lower concrete structure, many described soap-free emulsion polymeization in advance should The diameter of power reinforcing bar 4 and identical length are together and it is in uniformly laying；

Box-beam structure parameter determination before step 2, reinforcing: the structural parameters of reinforced box beam 6 are determined；

In conjunction with Fig. 2, determined by the structural parameters of reinforced box beam 6 include the base plate of reinforced box beam 6 in set vertical To the area of section A of deformed bar 3_p, the area of section A of set longitudinal compressive reinforcement 6-1 in reinforced box beam 6_sy', vertical To comprcssive strength design load f of compressive reinforcement 6-1_sy', the area of section of set longitudinal tensile reinforcing bar 6-2 in reinforced box beam 6 A_sy, tensile strength design load f of longitudinal tensile reinforcing bar 6-2_sy, in reinforced box beam 6 compressive region longitudinal reinforcement Resultant force to cross section Distance a at pressurized edge_s', tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar 3 makes a concerted effort in reinforced box beam 6 Put distance a to tension edge, cross section₀, the width b of described top board_f', the thickness h of described top board_f', the thickness of two described webs In degree sum b ', reinforced box beam 6, tensile region longitudinal direction nonprestressed reinforcement is subject to cross section with the Resultant force of longitudinal prestressing reinforcing bar 3 Distance h of flanging edge₀Deck-molding h with reinforced box beam 6₁, h₁By the beam body height of reinforcing box beam 6 and its be from described top board The vertical distance of end face extremely described base plate bottom surface, wherein A_p、A_sy' and A_syUnit be mm², f_sy' and f_syUnit be MPa, a_s′、a₀、b_f′、h_f′、b′、h₀And h₁Unit be mm；h₀+a₀=h₁；

Described longitudinal compressive reinforcement 6-1 is positioned at described top board, and described longitudinal tensile reinforcing bar 6-2 is positioned at described base plate, Described longitudinal compressive reinforcement 6-1 and longitudinal tensile reinforcing bar 6-2 is nonprestressed reinforcement, and the neutral axis position of reinforced box beam 6 Below described top board；

Step 3, composite reinforcement structural texture parameter determination: join according to the structure of the reinforced box beam 6 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 t_sp、 h_spw、t_hnAnd b, wherein t_spFor end steel plate 1 or the thickness of longitudinal side steel plate 2, h_spwFor the width of longitudinal side steel plate 2, t_hnFor 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 of the reinforced box beam 6 determined in two, and to t_sp、b、h_spwAnd t_hnInitial value be set respectively；Wherein, t_sp =t_spmAnd t_spm=5mm～7mm, t_hn=t_hnmAnd t_hnm=70mm～90mm；B=b '+2t_sp+2t_hn(1)；Wherein c₀=0.15～0.4, A are the angle between described web and horizontal plane and A≤90 °, and h is The height of beam body and h=h after reinforcing₁+t_hn+t_sp(3), vertical height h of longitudinal side steel plate 2_spv=c₀×h；Described reinforcing Rear beam body by the described prestressing without bondn of employing and steel plate and concrete composite reinforcing construction to being reinforced after box beam 6 reinforces Beam body；

Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION: described data handling equipment is according to formula t_spmax=min (t_sp1,t_sp2,t_sp3) (4), calculate strengthening steel slab theoretical maximum thickness t_spmax；

In formula (4),

$t_{sp1}=\frac{{\mathrm{\α}}_1{f}_c\left({b_f}^{\′}-b^{\′}\right){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_1{h}_0\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-f_{sy}{A}_{sy}-f_{py}{A}_{py}}{E_{sp}{\mathrm{\ϵ}}_{sp1}b+2E_{sp}{\mathrm{\ϵ}}_{spw1}{h}_{spw}}---\left(4-1\right);$

$t_{sp2}=\frac{{\mathrm{\α}}_1{f}_c({b_f}^{\′}-b^{\′}){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_2{h}^{\′}\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-E_{py}\left({\mathrm{\ϵ}}_{s1}+\frac{{\mathrm{\σ}}_{p0}}{E_{py}}\right)A_{py}-E_{sy}{\mathrm{\ϵ}}_{s2}{A}_{sy}}{f_{spy}b+2E_{sp}{\mathrm{\ϵ}}_{spw2}{h}_{spw}}---(4-2);$

$t_{sp3}=\frac{{\mathrm{\α}}_1{f}_c({b_f}^{\′}-b^{\′}){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_3\left(h-t_{sp}-\frac{h_{spv}}{2}\right)\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-E_{py}\left({\mathrm{\ϵ}}_{s3}+\frac{{\mathrm{\σ}}_{p0}}{E_{py}}\right)A_{py}-E_{sy}{\mathrm{\ϵ}}_{s4}{A}_{sy}}{E_{sp}{\mathrm{\ϵ}}_{sp2}b+2f_{spy}{h}_{spw}}$ $(4-3);$

In formula (4-1), formula (4-2) and (4-3), α₁For the compressive region concrete rectangular stress of beam body after described reinforcing The stress value of figure and the ratio of concrete axial compressive strength design load, f_cBy the concrete axle center pressure resistance of reinforcing box beam 6 Degree design load and its unit be MPa, β be after described reinforcing the compressive region concrete rectangular stress diagram depth of compressive zone of beam body with in The ratio of property axle height and β=0.8；E_syBy the elastic modelling quantity of set longitudinal tensile reinforcing bar 6-2 and it is single in reinforcing box beam 6 Position is MPa；E_pyBy in reinforcing box beam 6 elastic modelling quantity and its unit of set longitudinal prestressing reinforcing bar 3 be MPa；E_spThe end of for Steel plate 1 or the elastic modelling quantity of longitudinal side steel plate 2 and its unit are MPa；A_pyBy being reinforced longitudinal prestressing reinforcing bar set by box beam 6 The cross-sectional area of 3 and its unit are mm²；

In formula (4-1),Wherein ε_cuBy the compressive region of reinforcing box beam 6 Ultimate compressive strain of concrete, σ_p0By the reinforcing bar Resultant force concrete normal direction of set longitudinal prestressing reinforcing bar 3 in reinforcing box beam 6 Stress of prestressed steel value and its unit when stress is equal to zero are MPa；f_pyTensile strength for longitudinal prestressing reinforcing bar 3 designs Value and its unit are MPa；A_pyBy the cross-sectional area of longitudinal prestressing reinforcing bar 3 set by reinforcing box beam 6 and its unit be mm²；

To ε_sp1When calculating, first according to formulaCalculate ε_sp10；Again Judge ε_sp10Whether it is more thanWhenTime,Otherwise, ε_sp1=ε_sp10；WhereinOr h'= h；ε_spyFor end steel plate 1 or the yield strain of longitudinal side steel plate 2；ε_i1At the bottom of when affecting for consideration secondary loading, the delayed of steel plate 1 should Become；f_spyIt is MPa for end steel plate 1 or the steel plate tensile strength design load of longitudinal side steel plate 2 and its unit；

To ε_spw1When calculating, first according to formulaMeter Calculation draws ε_spw10；Judge ε again_spw10Whether it is more thanWhenTime,Otherwise, ε_spw1=ε_spw10； Wherein ε_i2The hysteretic strain of longitudinal direction side steel plate 2 when affecting for consideration secondary loading；

In formula (4-2),

To ε_s1When calculating, first according to formulaCalculate ε_s10； Judge ε again_s10Whether it is more thanWhenTime,Otherwise, ε_s1=ε_s10；

To ε_s2When calculating, it is judged that ε_s10Whether it is more thanWhenTime,Otherwise, ε_s2= ε_s10；

To ε_spw2When calculating, first according to formula Meter Calculation draws ε_spw20；Judge ε again_spw20Whether it is more thanWhenTime,Otherwise, ε_spw2=ε_spw20；

In formula (4-3),

To ε_s3When calculating, first according to formula Meter Calculation draws ε_s30；Judge ε again_s30Whether it is more thanWhenTime, Otherwise, ε_s3=ε_s30；

To ε_s4When calculating, it is judged that ε_s30Whether it is more thanWhenTime,Otherwise, ε_s4= ε_s30；

To ε_sp2When calculating, first according to formula Calculate ε_sp20；Judge ε again_sp20Whether it is more thanWhenTime,Otherwise, ε_sp2=ε_sp20；

Step 303, strengthening steel slab thickness determine with concrete thickness: use described data handling equipment to t_spAnd t_hnPoint Not being determined, process is as follows:

Step 3031, overreinforced judge: judge the strengthening steel slab theoretical maximum thickness t calculated in step 302_spmaxWhether Less than t_spm: work as t_spmax＜ t_spmTime, 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 as_spmax≥t_spmTime, 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 t_hnIncrease Δ t_hn, and to increasing T after great_hnCarry out concrete thickness to transfinite judgement: the t after increasing_hn＞ t_hnMTime, it is judged that transfinite for concrete thickness, will increase T after great_hnReducing △t_hn, and enter step 30322；Otherwise, the t after increasing_hn≤t_hnMTime, it is judged that for concrete thickness not Transfinite, and enter step 30323；

Wherein, Δ t_hn=15mm～25mm；t_hnMFor 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 t_spIncrease Δ t_sp, and enter step 30323；Wherein, Δ t_sp=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 t_spmax, and judge t_spmaxWhether less than t_spm: work as t_spmax＜ t_spmTime, sentence Break and be in overreinforced state for beam body after the most described reinforcing, return step 30321；Otherwise, t is worked as_spmax≥t_spmTime, 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: call anti-bending bearing capacity computing module and process according to data described in formula Equipment is according to formula

To the anti-bending bearing capacity M of beam body after the most described reinforcing_uCarry out Calculate, and the M that will calculate_uWith M_u' carry out difference comparsion: work as M_u＜ M_uIn ' time, return step 3032；Otherwise, M is worked as_u≥M_u′ Time, complete concrete thickness and strengthening steel slab thickness determines process and exports t_hnAnd t_sp, enter back into step 304；

In formula (5), x is the concrete compression district height of beam body after described reinforcing；A_pyVertical by being reinforced set by box beam 6 To the cross-sectional area of deformed bar 3, A_spCross-sectional area and A for end steel plate 1_sp=b t_sp, A_spwFor longitudinal side steel plate 2 Cross-sectional area and A_spw=t_sp·h_spw；σ_pkFor the stress value of predetermined no-cohesive prestressed reinforcement 4, A_pkGlue for described nothing In knot prestressing force and steel plate and concrete composite reinforcing construction set no-cohesive prestressed reinforcement 4 area of section andWherein n is the quantity of no-cohesive prestressed reinforcement 4, d₀For no-cohesive prestressed reinforcement 4 diameter and Its unit is mm；A is set prestressing without bondn steel in described prestressing without bondn and steel plate and concrete composite reinforcing construction In the center of gravity of muscle 4 and reinforced box beam 6, the Resultant force of tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar 3 is (also referred to as Point of resultant force) between distance and

Wherein, σ_pkUnit be MPa, the unit of b, x and a is mm, A_sp、A_spwAnd A_pkUnit be mm²；

Step 304, longitudinal side steel plate height determine with end steel plate width: the t of output in integrating step 303_spAnd t_hn, 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 h_spwAnd export h_spw。

Wherein, f_sy' and f_syUnit be MPa.Further, f_sy′、f_sy、α₁、f_c、β、E_sy、ε_spy、ε_cu、f_spy、f_py、σ_pkWith The isoparametric implication of x sees " highway reinforced concrete and prestressed concrete bridge contain design specification " (JTG D62-2004) and Shan West saves provincial 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 box beam 6) stress before reinforcing, The upper described prestressing without bondn of constructing of the structure (reinforced box beam 6) of stress is carried out with steel plate and concrete composite reinforcing construction Stress again after reinforcing.

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 reinforcing box beam 6 to the distance at pressurized edge, cross section, its middle section Pressurized edge is the end face of described top board.Wherein, end face and its section that pressurized edge, cross section is described wing plate of reinforced box beam 6 Tension edge, face is the bottom surface of described web.The described equivalent square that compressive region concrete rectangular stress diagram is compressive region concrete Shape stress diagram.

In the present embodiment, the f described in step 302_cBy the concrete axial compressive strength design load of reinforcing box beam 6, α₁ By the stress value of compressive region concrete rectangular stress diagram of reinforcing box beam 6 and the ratio of concrete axial compressive strength design load Value.

In the present embodiment, to described α in step 302₁When being determined, when the concrete strength etc. of reinforced box beam 6 When level is less than C50, α₁=1；When the strength grade of concrete of reinforced box beam 6 is C80, α₁=0.94；When reinforced box beam When the strength grade of concrete of 6 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 box beam 6 is C55,

When the strength grade of concrete of reinforced box beam 6 is C60,

When the strength grade of concrete of reinforced box beam 6 is C65,

When the strength grade of concrete of reinforced box beam 6 is C70,

When the strength grade of concrete of reinforced box beam 6 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, σ_pCable 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 set_pArea 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 beam of reinforcing box beam 6 The moment of flexure and M=kql that body section increases and increase because conducting oneself with dignity², wherein k by the bending moment coefficients of reinforcing box beam 6, q is by being reinforced The beam body cross section of box beam 6 is because increasing the line load that described prestressing without bondn produces, l with steel plate and concrete composite reinforcing construction By the calculating of reinforcing box beam 6 across footpath.

Wherein, k is parameter known to art technology；When described reinforced box beam 6 is simply supported beam, k=0.125；Institute When stating reinforced box beam 6 for continuous beam, the value of bending moment coefficients k can be found at " building structure reckoner ".The unit of q is N/ The unit of 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 box beam 6 because of The moment M that deadweight increases and increases calculates, and M Yu the n σ that will calculate_p·a_pY carries out difference comparsion: work as n σ_p·a_pDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine process and export n；Otherwise, as n σ_p·a_pY ＜ M Time, enter step 3033-3；

Wherein k by the bending moment coefficients of reinforcing box beam 6, q by the beam body cross section of reinforcing box beam 6 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 reinforcing box beam 6 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 box beam 6 because deadweight increases calculates, and will calculate M Yu the n σ gone out_p·a_pY carries out difference comparsion: as n σ_p·a_pDuring y >=M, complete no-cohesive prestressed reinforcement quantity true Determine process and export n；Otherwise, as n σ_p·a_pDuring y ＜ M, return step 3033-3.

In the present embodiment, according to the formula (2) the width h to longitudinal side steel plate 2 in step 304_spwWhen calculating, calculate Draw

To h in step 304_spwBefore output, also need to call longitudinal side steel plate width adjusting module to longitudinal side steel plate 2 Highly h_spwBeing optimized adjustment, process is as follows:

Step 3041, longitudinal side steel plate width reduce adjustment: by h_spwReduce Δ h_spw；Wherein, Δ h_spw=45mm～ 55mm；

Step 3042, longitudinal side steel plate width threshold decision: after in step 3041, longitudinal side steel plate width reduces adjustment, right h_spwSize judge: whenOr h_spwDuring sinA ＜ 350mm, by h_spwIncrease Δ h_spw, complete to indulge To side steel plate height adjustment process and export h_spw；Otherwise, step 3043 is entered；

Step 3043, anti-bending bearing capacity are verified: call described anti-bending bearing capacity computing module, and according to formula (5) to step The anti-bending bearing capacity M of beam body after described reinforcing after longitudinal side steel plate width reduces adjustment in rapid 3041_uCalculate, and will calculate The M drawn_uWith M_u' carry out difference comparsion: work as M_u≥M_uIn ' time, return step 3041；Otherwise, M is worked as_u＜ M_uIn ' time, by h_spwIncrease Δ h_spw, complete longitudinal side steel plate width and adjust process and export h_spw。

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 t_hn=t_hn+Δt_hn；

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 t_sp=t_sp+Δt_sp；

When carrying out the steel plate width reduction adjustment of longitudinal side in step 3041, described data handling equipment is called described numerical value and is subtracted Little adjusting module makes h_spw=h_spw-Δh_spw；

By h in step 3042 and step 3043_spwIncrease Δ h_spwTime, described data handling equipment is all called described numerical value and is increased Big adjusting module makes h_spw=h_spw+Δh_spw。

In actual mechanical process, when carrying out concrete thickness increase adjustment in step 30321, described data handling equipment makes By t_hn+Δt_hnUnloading is t_hn?；When step 30322 carries out the increase adjustment of strengthening steel slab thickness, described data handling equipment By t_sp+Δt_spUnloading is t_sp?；When carrying out the steel plate height reduction adjustment of longitudinal side in step 3041, described data process and set Standby by h_spw-Δh_spwUnloading is h_spw?；By h in step 3042 and step 3043_spwIncrease Δ h_spwTime, described data process Equipment is by h_spw+Δh_spwUnloading is h_spw?.

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.

In the present embodiment, according to formula (5) to the anti-bending bearing capacity M of beam body after the most described reinforcing in step 3033_uEnter Before row calculates, the first structural parameters according to the reinforced box beam 6 determined in step 2 and now n, t_sp、b、h_spwAnd t_hn's Numerical value, is determined the position of the neutral axis of beam body after the most described reinforcing, and according to the neutral axis of beam body after described reinforcing Position the concrete compression district height x of beam body after the most described reinforcing is determined.

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, in step 2, the neutral axis of reinforced box beam 6 passes and its concrete compression in described web Highly more than the thickness of described top board, described neutral axis is also referred to as natural axis.

In the present embodiment, the t described in step 301_spm=6mm, t_hnm=80mm.

During practice of construction, can according to specific needs, to t_spmAnd t_hnmSpan adjust accordingly.

As shown in the above, the concrete thickness t finally determined_hnAt t_hnm～t_hnMBetween, the reinforcing steel finally determined Plate thickness t_spAt t_spm～t_spmaxBetween.

In the present embodiment, t_hnM=20cm.

During practice of construction, can according to specific needs, by t_hnMValue adjust accordingly in the range of 18cm～22cm.

In the present embodiment, in step 2, in reinforced box beam 6, set longitudinal compressive reinforcement 6-1 is respectively positioned on same level Go up and a_s' it is the vertical distance between longitudinal compressive reinforcement 6-1 and described top board end face, set longitudinal in reinforced box beam 6 Tension reinforcement 6-2 is respectively positioned in same level；Described longitudinal compressive reinforcement 6-1 and longitudinal tensile reinforcing bar 6-2 lays respectively at institute Reinforce the upper and lower both sides of neutral axis of box beam 6；

The quantity of described longitudinal compressive reinforcement 6-1 is n₁Road and its be respectively positioned in described top board, n₁Longitudinal Steel Compression described in road Muscle 6-1 is respectively positioned in same level；A_sy' 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 base plate, n₂Longitudinal tensile steel described in road Muscle 6-2 is respectively positioned in same level；A_syFor n₂The cross-sectional area sum of longitudinal tensile reinforcing bar 6-2 described in road；Wherein, n₂For Positive integer.

The quantity of described longitudinal prestressing reinforcing bar 3 is n₃Road and its be respectively positioned in described base plate, n₃Longitudinal prestressing described in road Reinforcing bar 3 is respectively positioned in same level and it is respectively positioned on n₂Above longitudinal tensile reinforcing bar 6-2 described in road；A_pFor n₃Described in road longitudinally The cross-sectional area sum of deformed bar 3；Wherein, n₃For 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；Work as n₃When >=2, n₃Longitudinal tensile reinforcing bar 6-2 described in road is in uniformly laying.Its In, h₀₁Vertical distance for longitudinal tensile reinforcing bar 6-2 present position to described wing plate end face.

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.

The effective depth of section h of reinforced box beam 6₀By tensile region longitudinal reinforcement Resultant force in being reinforced box beam 6 to cross section The distance at pressurized edge.In reinforced box beam 6, tensile region longitudinal reinforcement Resultant force is longitudinal tensile set in being reinforced box beam 6 Reinforcing bar 6-2 and the point of resultant force of longitudinal prestressing reinforcing bar 3.The top that pressurized edge, cross section is described top board of reinforced box beam 6 Face and the bottom surface that its tension edge, cross section is described base plate.Wherein, h₀₁For longitudinal tensile reinforcing bar 6-2 present position to described top board The vertical distance of end face, h₀₂Vertical distance for longitudinal prestressing reinforcing bar 3 present position to described top board end face.

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 In box beam 6.

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 strain_cuTime, longitudinal prestressing reinforcing bar 3 nominal yield, longitudinal tensile steel Muscle 6-2 surrenders, strengthening steel slab thickness t under this kind of state_spMeet formula (4-1)；

When edge, compressive region, concrete strain reaches ε_cuTime, the strain of end steel plate 1 is ε_spy, under this kind of state, strengthening steel slab is thick Degree t_spMeet formula (4-2)；

When edge, compressive region, concrete strain reaches ε_cuTime, the strain of longitudinal side steel plate 2 is ε_spy, under this kind of state, reinforce steel Plate thickness t_spMeet formula (4-3).

So, strengthening steel slab theoretical maximum thickness t can be drawn according to formula (4)_spmax。

Further, ε_i2When consideration secondary loading for calculating according to plane cross-section assumption affects, longitudinal direction side steel plate 2 is average Hysteretic strain, ε_i1Calculate according to plane cross-section assumption.

In the present embodiment, the top gradient of the described xoncrete structure 5 of described web outside 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 (10)

1. the prestressing without bondn of a box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterised in that: the method bag Include following steps:

Step one, composite reinforcement structure determines: add the prestressing without bondn of reinforced box beam (6) with steel plate and concrete composite Gu structure is determined；Reinforced box beam (6) is prestressed concrete beam；

What described prestressing without bondn and steel plate and concrete composite reinforcing construction included being laid in reinforced box beam (6) 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 box beam (6) is in horizontal cloth And if it includes a top board laid in level, a base plate being positioned at immediately below described top board and lay and left and right in level Two webs being connected between described top board and described base plate, two described webs are symmetrically laid；Steel plate of the described end (1) in Level is laid, and two described longitudinal sides steel plate (2) are laid in the bottom outside of two described webs, each described longitudinal side respectively The web that steel plate (2) is all laid with it is parallel laying, and two described longitudinal side steel plate (2) symmetries are laid in end steel plate (1) Above the left and right sides, two described plug at end part steel plates are connected to before and after two described longitudinal sides steel plate (2) between two ends, institute State end steel plate (1), two described longitudinal sides steel plate (2) and two described plug at end part steel plates to form one and be sleeved on from the bottom to top The steel jacket box of the web bottom of reinforced box beam (6), the cross section of described steel jacket box is isosceles trapezoid, arranges in described steel jacket box There are many no-cohesive prestressed reinforcements (4), and in described steel jacket box, poured xoncrete structure (5)；Described xoncrete structure (5) It is divided into and is positioned at the lower concrete structure below described base plate and two sidepiece coagulations laying respectively at two described web outside Soil structure, two described symmetrical layings of sidepiece xoncrete structure and the thickness of the two all with described lower concrete structure Thickness identical, 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 homogeneous With；Many described no-cohesive prestressed reinforcements (4) are all laid in same level and it is respectively positioned on described lower concrete knot The middle inside of structure, the diameter of many described no-cohesive prestressed reinforcements (4) and identical length are same and it is in uniformly laying；

Box-beam structure parameter determination before step 2, reinforcing: the structural parameters of reinforced box beam (6) are determined；

Determined by the structural parameters of reinforced box beam (6) include set longitudinal prestressing in the base plate of reinforced box beam (6) The area of section A of reinforcing bar (3)_p, the area of section A of set longitudinal compressive reinforcement (6-1) in reinforced box beam (6)_sy', longitudinally Comprcssive strength design load f of compressive reinforcement (6-1)_sy', the cross section of set longitudinal tensile reinforcing bar (6-2) in reinforced box beam (6) Area A_sy, tensile strength design load f of longitudinal tensile reinforcing bar (6-2)_sy, reinforced box beam (6) interior compressive region longitudinal reinforcement make a concerted effort Put distance a to pressurized edge, cross section_s', reinforced box beam (6) interior tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing steel The Resultant force of muscle (3) is to distance a at tension edge, cross section₀, the width b of described top board_f', the thickness h of described top board_f', two institutes State the thickness sum b ' of web, reinforced box beam (6) interior tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar (3) Resultant force is to distance h at pressurized edge, cross section₀Deck-molding h with reinforced box beam (6)₁, h₁By the beam body of reinforcing box beam (6) high Spend and it is to the vertical distance of described base plate bottom surface, wherein A from described top board end face_p、A_sy' and A_syUnit be mm², f_sy' and f_syUnit be MPa, a_s′、a₀、b_f′、h_f′、b′、h₀And h₁Unit be mm；h₀+a₀=h₁；

Described longitudinal compressive reinforcement (6-1) is positioned at described top board, and described longitudinal tensile reinforcing bar (6-2) is positioned at described base plate, Described longitudinal compressive reinforcement (6-1) and longitudinal tensile reinforcing bar (6-2) are in nonprestressed reinforcement, and reinforced box beam (6) Property axle is positioned at below described top board；

Step 3, composite reinforcement structural texture parameter determination: join according to the structure of the reinforced box beam (6) 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 t_sp、h_spw、t_hn And b, wherein t_spFor end steel plate (1) or the thickness of longitudinal side steel plate (2), h_spwFor the width of longitudinal side steel plate (2), t_hnFor 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 of the reinforced box beam (6) determined, and to t_sp、b、h_spwAnd t_hnInitial value be set respectively；Wherein, t_sp= t_spmAnd t_spm=5mm～7mm, t_hn=t_hnmAnd t_hnm=70mm～90mm；B=b '+2t_sp+2t_hn(1)；(2), Wherein c₀=0.15～0.4, A are the angle between described web and horizontal plane and A≤90 °, h be reinforce after beam body height and H=h₁+t_hn+t_sp(3), vertical height h of longitudinal side steel plate (2)_spv=c₀×h；After described reinforcing, beam body is for using described nothing Binding prestress and steel plate and concrete composite reinforcing construction reinforced box beam (6) is reinforced after beam body；

Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION: described data handling equipment is according to formula t_spmax=min (t_sp1, t_sp2,t_sp3) (4), calculate strengthening steel slab theoretical maximum thickness t_spmax；

In formula (4),

$t_{sp1}=\frac{{\mathrm{\α}}_1{f}_c\left({b_f}^{\′}-b^{\′}\right){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_1{h}_0\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-f_{sy}{A}_{sy}-f_{py}{A}_{py}}{E_{sp}{\mathrm{\ϵ}}_{sp1}b+2E_{sp}{\mathrm{\ϵ}}_{spw1}{h}_{spw}}---\left(4-1\right);$

$t_{sp2}=\frac{{\mathrm{\α}}_1{f}_c({b_f}^{\′}-b^{\′}){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_2{h}^{\′}\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-E_{py}\left({\mathrm{\ϵ}}_{s1}+\frac{{\mathrm{\σ}}_{p0}}{E_{py}}\right)A_{py}-E_{sy}{\mathrm{\ϵ}}_{s2}{A}_{sy}}{f_{spy}b+2E_{sp}{\mathrm{\ϵ}}_{spw2}{h}_{spw}}---(4-2);$

$t_{sp3}=\frac{{\mathrm{\α}}_1{f}_c({b_f}^{\′}-b^{\′}){h_f}^{\′}+{\mathrm{\α}}_1{f}_c{b}^{\′}{\mathrm{\ξ}}_3\left(h-t_{sp}-\frac{h_{spv}}{2}\right)\mathrm{\β}+{f_{sy}}^{\′}{A_{sy}}^{\′}-E_{py}\left({\mathrm{\ϵ}}_{s3}+\frac{{\mathrm{\σ}}_{p0}}{E_{py}}\right)A_{py}-E_{sy}{\mathrm{\ϵ}}_{s4}{A}_{sy}}{E_{sp}{\mathrm{\ϵ}}_{sp2}b+2f_{spy}{h}_{spw}}---\left(4-3\right);$

In formula (4-1), formula (4-2) and (4-3), α₁For the compressive region concrete rectangular stress diagram of beam body after described reinforcing Stress value and the ratio of concrete axial compressive strength design load, f_cBy the concrete axial compressive strength of reinforcing box beam (6) Design load and its unit be MPa, β be after described reinforcing the compressive region concrete rectangular stress diagram depth of compressive zone of beam body with neutral The ratio of axle height and β=0.8；E_syBy in reinforcing box beam (6) elastic modelling quantity of set longitudinal tensile reinforcing bar (6-2) and its Unit is MPa；E_pyBy in reinforcing box beam (6) elastic modelling quantity and its unit of set longitudinal prestressing reinforcing bar (3) be MPa； E_spIt is MPa for end steel plate (1) or the elastic modelling quantity of longitudinal side steel plate (2) and its unit；A_pySet by being reinforced box beam (6) The cross-sectional area of longitudinal prestressing reinforcing bar (3) and its unit are mm²；

In formula (4-1),Wherein ε_cuBy reinforcing box beam (6) compressive region mix Solidifying soil compressive ultimate strain, σ_p0By the reinforcing bar Resultant force coagulation local method of set longitudinal prestressing reinforcing bar (3) in reinforcing box beam (6) To stress equal to zero time stress of prestressed steel value and its unit be MPa；f_pyTensile strength for longitudinal prestressing reinforcing bar (3) Design load and its unit are MPa；

To ε_sp1When calculating, first according to formula(4-11), ε is calculated_sp10；Judge again ε_sp10Whether it is more thanWhenTime,Otherwise, ε_sp1=ε_sp10；WhereinOr h'=h； ε_spyFor end steel plate (1) or the yield strain of longitudinal side steel plate (2)；ε_i1At the bottom of when affecting for consideration secondary loading, steel plate (1) is delayed Strain；f_spyIt is MPa for end steel plate (1) or the steel plate tensile strength design load of longitudinal side steel plate (2) and its unit；

To ε_spw1When calculating, first according to formula(4-12), calculate ε_spw10；Judge ε again_spw10Whether it is more thanWhenTime,Otherwise, ε_spw1=ε_spw10；Wherein ε_i2 The hysteretic strain of longitudinal direction side steel plate (2) when affecting for consideration secondary loading；

In formula (4-2),

To ε_s1When calculating, first according to formula(4-21), ε is calculated_s10；Judge again ε_s10Whether it is more thanWhenTime,Otherwise, ε_s1= ε_s10；

To ε_s2When calculating, it is judged that ε_s10Whether it is more thanWhenTime,Otherwise, ε_s2=ε_s10；

To ε_spw2When calculating, first according to formula(4-22), calculate ε_spw20；Judge ε again_spw20Whether it is more thanWhenTime,Otherwise, ε_spw2=ε_spw20；

In formula (4-3),

To ε_s3When calculating, first according to formula(4-31), calculate Draw ε_s30；Judge ε again_s30Whether it is more thanWhenTime, Otherwise, ε_s3=ε_s30；

To ε_s4When calculating, it is judged that ε_s30Whether it is more thanWhenTime,Otherwise, ε_s4=ε_s30；

To ε_sp2When calculating, first according to formula(4-31), calculate Draw ε_sp20；Judge ε again_sp20Whether it is more thanWhenTime,Otherwise, ε_sp2=ε_sp20；

Step 303, strengthening steel slab thickness determine with concrete thickness: use described data handling equipment to t_spAnd t_hnCarry out respectively Determining, process is as follows:

Step 3031, overreinforced judge: judge the strengthening steel slab theoretical maximum thickness t calculated in step 302_spmaxWhether it is less than t_spm: work as t_spmax＜ t_spmTime, it is judged that it is in overreinforced state for beam body after the most described reinforcing, and enters step 3032；Otherwise, when t_spmax≥t_spmTime, 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 t_hnIncrease Δ t_hn, and to increase after T_hnCarry out concrete thickness to transfinite judgement: the t after increasing_hn＞ t_hnMTime, it is judged that transfinite for concrete thickness, after increasing T_hnReducing △t_hn, and enter step 30322；Otherwise, the t after increasing_hn≤t_hnMTime, it is judged that do not surpass for concrete thickness Limit, and enter step 30323；

Wherein, Δ t_hn=15mm～25mm；t_hnMTie 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 t_spIncrease Δ t_sp, and enter step 30323；Wherein, Δ t_sp= 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 t_spmax, and judge t_spmaxWhether less than t_spm: work as t_spmax＜ t_spmTime, it is judged that for After the most described reinforcing, beam body is in overreinforced state, returns step 30321；Otherwise, t is worked as_spmax≥t_spmTime, 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: call anti-bending bearing capacity computing module and according to data handling equipment described in formula According to formula

To the anti-bending bearing capacity M of beam body after the most described reinforcing_uCarry out Calculate, and the M that will calculate_uWith M_u' carry out difference comparsion: work as M_u＜ M_uIn ' time, return step 3032；Otherwise, M is worked as_u≥M_u′ Time, complete concrete thickness and strengthening steel slab thickness determines process and exports t_hnAnd t_sp, enter back into step 304；

In formula (5), x is the concrete compression district height of beam body after described reinforcing；A_pyLongitudinal by being reinforced set by box beam (6) The cross-sectional area of deformed bar (3), A_spCross-sectional area and A for end steel plate (1)_sp=b t_sp, A_spwFor longitudinal side steel plate (2) cross-sectional area and A_spw=t_sp·h_spw；σ_pkFor the stress value of predetermined no-cohesive prestressed reinforcement (4), A_pkFor institute The area of section of set no-cohesive prestressed reinforcement (4) in stating prestressing without bondn and steel plate and concrete composite reinforcing construction； The a center of gravity of set no-cohesive prestressed reinforcement (4) that is described prestressing without bondn with in steel plate and concrete composite reinforcing construction And the distance between the Resultant force of reinforced box beam (6) interior tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar (3) And

Wherein, σ_pkUnit be MPa, the unit of b, x and a is mm, A_sp、A_spwAnd A_pkUnit be mm²；

Step 304, longitudinal side steel plate height determine with end steel plate width: the t of output in integrating step 303_spAnd t_hn, 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 h_spwAnd export h_spw。

2., according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box 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 box beam (6) is less than C50 Time, α₁=1；When the strength grade of concrete of reinforced box beam (6) is C80, α₁=0.94；Coagulation when reinforced box beam (6) When soil strength grade is other grade between C50～C80, α₁It is determined by linear interpolation.

3. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box 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, σ_pControl 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), a_pFace, 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 box beam (6) 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 reinforcing box beam (6), q By the beam body cross section of reinforcing box beam (6) produce because increasing described prestressing without bondn and steel plate and concrete composite reinforcing construction Line load, l by the calculating of reinforcing box beam (6) across footpath.

4. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box 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 box beam (6) because of deadweight The moment M increased and increase calculates, and M Yu the n σ that will calculate_p·a_pY carries out difference comparsion: as n σ_p· a_pDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine process and export n；Otherwise, as n σ_p·a_pDuring y ＜ M, enter Enter step 3033-3；

Wherein k by the bending moment coefficients of reinforcing box beam (6), q by the beam body cross section of reinforcing box beam (6) 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 reinforcing box beam (6) 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 box beam (6) because deadweight increases calculates, and will calculate M Yu n σ_p·a_pY carries out difference comparsion: as n σ_p·a_pDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine Process also exports n；Otherwise, as n σ_p·a_pDuring y ＜ M, return step 3033-3.

5. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 1 or 2, It is characterized in that: according to the formula (2) the width h to longitudinal side steel plate (2) in step 304_spwWhen calculating, calculate

To h in step 304_spwBefore output, also need the height calling longitudinal side steel plate width adjusting module to longitudinal side steel plate (2) Degree h_spwBeing optimized adjustment, process is as follows:

Step 3041, longitudinal side steel plate width reduce adjustment: by h_spwReduce Δ h_spw；Wherein, Δ h_spw=45mm～55mm；

Step 3042, longitudinal side steel plate width threshold decision: after in step 3041, longitudinal side steel plate width reduces adjustment, to h_spw Size judge: whenOr h_spwDuring sinA ＜ 350mm, by h_spwIncrease Δ h_spw, complete longitudinal direction Side steel plate height adjustment process also exports h_spw；Otherwise, step 3043 is entered；

Step 3043, anti-bending bearing capacity are verified: call described anti-bending bearing capacity computing module, and according to formula (5) to step The anti-bending bearing capacity M of beam body after described reinforcing after longitudinal side steel plate width reduces adjustment in 3041_uCalculate, and will calculate The M gone out_uWith M_u' carry out difference comparsion: work as M_u≥M_uIn ' time, return step 3041；Otherwise, M is worked as_u＜ M_uIn ' time, by h_spwIncrease Δ h_spw, complete longitudinal side steel plate width and adjust process and export h_spw。

6., according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box 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 t_hn=t_hn+Δt_hn；

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 t_sp=t_sp+Δt_sp；

When carrying out the steel plate width 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 h_spw=h_spw-Δh_spw；

By h in step 3042 and step 3043_spwIncrease Δ h_spwTime, described data handling equipment is all called described numerical value and is increased tune Mould preparation block makes h_spw=h_spw+Δh_spw。

7. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 1 or 2, It is characterized in that: according to formula (5) to the anti-bending bearing capacity M of beam body after the most described reinforcing in step 3033_uCarry out calculating it Before, the first structural parameters according to the reinforced box beam (6) determined in step 2 and now n, t_sp、b、h_spwAnd t_hnNumerical value, The position of the neutral axis of beam body after the most described reinforcing is determined, and according to the position of the neutral axis of beam body after described reinforcing The concrete compression district height x of beam body after the most described reinforcing is determined.

8. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 1 or 2, It is characterized in that: the t described in step 301_spm=6mm, t_hnm=80mm.

9. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 1 or 2, It is characterized in that: in step 2 in reinforced box beam (6) set longitudinal compressive reinforcement (6-1) be respectively positioned in same level and a_s' it is the vertical distance between longitudinal compressive reinforcement (6-1) and described top board end face, set longitudinal in reinforced box beam (6) Tension reinforcement (6-2) is respectively positioned in same level；Described longitudinal compressive reinforcement (6-1) and longitudinal tensile reinforcing bar (6-2) are respectively It is positioned at the upper and lower both sides of neutral axis of reinforced box beam (6)；

The quantity of described longitudinal compressive reinforcement (6-1) is n₁Road and its be respectively positioned in described top board, n₁Longitudinal compressive reinforcement described in road (6-1) it is respectively positioned in same level；A_sy' 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 base plate, n₂Longitudinal tensile reinforcing bar described in road (6-2) it is respectively positioned in same level；A_syFor n₂The cross-sectional area sum of longitudinal tensile reinforcing bar (6-2) described in road；Wherein, n₂ For positive integer.

The quantity of described longitudinal prestressing reinforcing bar (3) is n₃Road and its be respectively positioned in described base plate, n₃Longitudinal prestressing steel described in road Muscle (3) is respectively positioned in same level and it is respectively positioned on n₂Longitudinal tensile reinforcing bar (6-2) top described in road；A_pFor n₃Indulge described in road Cross-sectional area sum to deformed bar (3)；Wherein, n₃For positive integer.

10. according to prestressing without bondn and the steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 1 or 2, It is characterized in that: the c described in step 301₀=0.25.