CN106087778B - The prestressing without bondn of box beam and steel plate concrete composite reinforcement design method - Google Patents

The prestressing without bondn of box beam and steel plate concrete composite reinforcement design method Download PDF

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CN106087778B
CN106087778B CN201610378902.8A CN201610378902A CN106087778B CN 106087778 B CN106087778 B CN 106087778B CN 201610378902 A CN201610378902 A CN 201610378902A CN 106087778 B CN106087778 B CN 106087778B
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mrow
steel plate
reinforcing
box beam
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CN106087778A (en
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冯威
袁卓亚
石雄伟
赵衍红
苗建宝
赵庭
马毓泉
雷丹
许冰
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Xian Highway Research Institute
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Ke Liangliang
Xian Highway Research Institute
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed
    • E01D2101/285—Composite prestressed concrete-metal

Abstract

The invention discloses a kind of prestressing without bondn of box beam and steel plate concrete composite reinforcement design method, including step：First, composite reinforcement construction determines：The prestressing without bondn and steel plate concrete composite reinforcement construction of reinforced box beam are determined；Composite reinforcement construction includes the steel jacket box being made up of bottom steel plate, two longitudinal direction side steel plates and two plug at end part steel plates, and more no-cohesive prestressed reinforcements are provided with steel jacket box；2nd, box-beam structure parameter determines before reinforcing；3rd, composite reinforcement structural texture parameter determines, process is as follows：Parameter initialization, strengthening steel slab theoretical maximum THICKNESS CALCULATION, strengthening steel slab thickness and concrete thickness determine and longitudinal direction side steel plate height determines with bottom steel plate width.The inventive method step is simple, reasonable in design and realization is convenient, using effect is good, and the structural parameters of easy, the quick determination bridge composite reinforcement structure of energy, designed bridge composite reinforcement structure economics are 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, more particularly, to a kind of prestressing without bondn of box beam and steel plate-mixed Design Method of Reinforcing closes in solidifying local soil type.
Background technology
Show that China shares bridge more than 570,000 seat, the wherein seat of unsafe bridge more than 98600 according to investigation in 2007, account for 17% or so, and And also there are a large amount of highway bridges because design grade is relatively low, the volume of traffic constantly increases or is influenceed to occur by various factors every year Various diseases are damaged with disaster, cause bearing capacity to decline, it is impossible to meet the needs of communications and transportation.These bridge structures are carried out Maintenance and reinforcing are extremely urgent, and therefore, bridge maintaining, reinforcing and renovation technique research are as the important of bridge development in science and technology Direction.At present, bridge superstructure is reinforced main the methods of using affixing steel plate and affixing carbon fabric, during reinforcement application Above two method is to load carrying capacity of bridge and the raising DeGrain of rigidity, and viscose properties and quality are to consolidation effect and knot Structure durability has a great influence, and affixing steel plate structure under dynamic loading easily it is peeling-off come to nothing, anti-fatigue performance is not very It is preferable.
In addition, when the spaning middle section lower edge of bridge superstructure does not allow to occur tension or institute's tension stress transfinites, Generally require to carry out prestressed reinforcement, common prestressed reinforcement measure is externally pre-stressed concrete method for strengthening, the reinforcing side The work progress of method is as follows：First in beam sides or bottom surface implantation Ribbed Bar, then the assembling reinforcement net in bar planting, positioning 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 a part of prestressed reinforcement to a certain extent, but have the following disadvantages：Firstth, need to be at beam side or beam bottom newly-increased one The concrete that thickness degree is about 20cm~50cm, bridge deadweight increase degree is larger, and outward appearance is irregular, influences attractive in appearance；Secondth, Presstressed reinforcing steel is exposed in atmosphere, need to periodically take measures to prevent presstressed reinforcing steel corrosion, maintenance is difficult, and late maintaining is costly； 3rd, it is poor to increase the power performance of presstressed reinforcing steel newly, damping device need to be installed to reduce the resonance effects of presstressed reinforcing steel and structure； 4th, presstressed reinforcing steel need to be bent up by anchoring according to structure stress and construction features, bends up positioning mainly by steering block to realize, turn Stress is more concentrated to block and anchor block；It is even pre- will to produce great loss of prestress once loosening or sliding for steering block Stress failures；5th, it is very limited to the stiffness contribution of original structure.To sum up, existing box girder pre-stressed reinforcement means, which exists, adds Fixing structure outward appearance is irregular, presstressed reinforcing steel is difficult in maintenance, costly, newly-increased presstressed reinforcing steel power performance is poor, easy failure etc. is asked Topic.
With the development of material science, new, practical strengthening reconstruction technology continuously emerges, but also fails to adapt to traffic base Infrastructure supports the active demand of Manifold technology progress.In recent years, steel plate and concrete composite reinforcement means is gradually taken seriously, the group The advantage that reinforcement means uses steel plate and two kinds of materials of concrete, synthesis steel plate and concrete two kinds of materials, two kinds of materials is closed, and And after prestressed reinforcement is combined with steel plate and concrete composite reinforcement means, bridge capacity and the rigidity of structure can be effectively improved. But when being reinforced using prestressed reinforcement with steel plate and concrete composite reinforcement means to bridge, the structure of composite reinforcement structure Design most important, whether ruggedized construction design rationally directly affects bridge strengthening cost and consolidation effect, not only input cost Height, it is less economical, and cause to reinforce that back axle beam stress is unreasonable, poor mechanical property.
The content of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that provide a kind of nothing of box beam Binding prestress and steel plate and concrete composite Design Method of Reinforcing, its method and step is simple, reasonable in design and realization is convenient, makes It is good with effect, it can easy, quickly determine the structural parameters of bridge composite reinforcement structure, designed bridge composite reinforcement structure economics Practical and consolidation effect is good.
In order to solve the above technical problems, the technical solution adopted by the present invention is：The prestressing without bondn and steel of a kind of box beam Plate-Combined concrete Design Method of Reinforcing, it is characterised in that：This method comprises the following steps：
Step 1: composite reinforcement construction determines：The prestressing without bondn and steel plate and concrete composite of reinforced box beam are added Gu construction is determined；Reinforced box beam is prestressed concrete beam；
The prestressing without bondn and steel plate and concrete composite reinforcing construction, which include being laid in reinforced box beam, to be needed to reinforce Bottom steel plate below area, two be laid in the longitudinal direction side steel plate needed at left and right sides of stabilization zone respectively and two are laid in respectively The plug at end part steel plate for needing stabilization zone rear and front end, the bottom steel plate and two longitudinal direction side steel plates are in indulge bridge to cloth If the bottom steel plate and longitudinal direction side steel plate be flat plate and the longitudinal length of the two with the length phase for needing stabilization zone Together；Two plug at end part steel plates are laid in direction across bridge；Reinforced box beam in horizontal layout and it include one in horizontal The top plate of laying, one immediately below the top plate and in the bottom plate of horizontal layout and left and right two be connected to the top plate with Web between the bottom plate, two webs are laid in symmetrical；The bottom steel plate is in horizontal layout, two longitudinal direction sides Steel plate is laid in the bottom outside of two webs respectively, and each longitudinal direction side steel plate is with the web that it is laid in flat Row is laid, and two longitudinal direction side steel plates are symmetrically laid in top at left and right sides of the steel plate of bottom, and two plug at end part steel plates connect It is connected between the rear and front end of two longitudinal direction side steel plates, described in the bottom steel plate, two longitudinal direction side steel plates and two Plug at end part steel plate forms the steel jacket box of a web bottom for being sleeved on reinforced box beam from the bottom to top, the horizontal stroke of the steel jacket box Section is isosceles trapezoid, and more no-cohesive prestressed reinforcements are provided with the steel jacket box, and has been poured in the steel jacket box mixed Xtah Crude Clay structure；The concrete structure is divided into lower concrete structure below the bottom plate and two are located at two respectively The sidepiece concrete structure of the web outside, two symmetrical layings of sidepiece concrete structure and the thickness of the two It is identical with the thickness of the lower concrete structure, the thickness all same of the bottom steel plate and two longitudinal direction side steel plates and The material all same of three；The more no-cohesive prestressed reinforcements are laid in same level and it is respectively positioned on the bottom The middle inside of portion's concrete structure, the diameters of more no-cohesive prestressed reinforcements and identical length with and its be in uniform cloth If；
Step 2: box-beam structure parameter determines before reinforcing：The structural parameters of reinforced box beam are determined；
The structural parameters of identified reinforced box beam include reinforcing set longitudinal prestressing steel in the bottom plate of box beam The area of section A of musclep, reinforce the area of section A of set longitudinal compressive reinforcement in box beamsy', the resistance to compression of longitudinal compressive reinforcement Strength failure criterion fsy', reinforce the area of section A of set longitudinal tensile reinforcing bar in box beamsy, longitudinal tensile reinforcing bar tension Strength failure criterion fsy, reinforce in box beam compressive region longitudinal reinforcement Resultant force to the distance a at section compression edges', reinforce case In beam the Resultant force of tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar to section tension edge distance a0, it is described The width b of top platef', the thickness h of the top platef', the thickness sum b ' of two webs, reinforce tensile region in box beam and indulge To the Resultant force of nonprestressed reinforcement and longitudinal prestressing reinforcing bar to the distance h at section compression edge0With the beam of reinforced box beam High h1, h1By reinforcing box beam beam body height and its be from the top plate top surface to the vertical distance of the bottom plate bottom surface, wherein Ap、Asy' and AsyUnit be mm2, fsy' and fsyUnit be MPa, as′、a0、bf′、hf′、b′、h0And h1Unit it is equal For mm；h0+a0=h1；
Longitudinal compressive reinforcement is located in the top plate, and the longitudinal tensile reinforcing bar is located in the bottom plate, described vertical It is nonprestressed reinforcement to compressive reinforcement and longitudinal tensile reinforcing bar, and the neutral axis of reinforced box beam is located under the top plate Side；
Step 3: composite reinforcement structural texture parameter determines：The structure for reinforcing box beam according to being determined in step 2 is joined Number, the structure using data processing equipment to prestressing without bondn described in step 1 and steel plate and concrete composite reinforcing construction Parameter is determined；
The structural parameters of the identified prestressing without bondn and steel plate and concrete composite reinforcing construction include tsp、 hspw、thnAnd b, wherein tspFor bottom steel plate or the thickness of longitudinal direction side steel plate, hspwFor the width of longitudinal direction side steel plate, thnFor the bottom The thickness of portion's concrete structure or the sidepiece concrete structure, b are the width of bottom steel plate；
The structural parameters of prestressing without bondn described in step 1 and steel plate and concrete composite reinforcing construction are determined When, process is as follows：
Step 301, parameter initialization：Using the parameter input unit to connect with the data processing equipment, input step What is determined in two reinforces the structural parameters of box beam, and to tsp、b、hspwAnd thnInitial value set respectively；Wherein, tsp =tspmAnd tspm=5mm~7mm, thn=thnmAnd thnm=70mm~90mm；B=b '+2tsp+2thn(1)；Wherein c0The angle and A≤90 ° of=0.15~0.4, A between the web and horizontal plane, h are The height and h=h of beam body after reinforcing1+thn+tsp(3), the vertical height h of longitudinal direction side steel platespv=c0×h；The reinforcing back rest Body by using the prestressing without bondn and steel plate and concrete composite reinforcing construction to reinforcing box beam reinforce after beam Body；
Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION：The data processing equipment is according to formula tspmax=min (tsp1,tsp2,tsp3) (4), strengthening steel slab theoretical maximum thickness t is calculatedspmax；
In formula (4),
In formula (4-1), formula (4-2) and (4-3), α1For the compressive region concrete rectangular stress of beam body after the reinforcing The stress value of figure and the ratio of concrete axial compressive strength design load, fcBy reinforcing box beam concrete axial compressive strength Design load and its unit are MPa, and β is the compressive region concrete rectangular stress diagram depth of compressive zone and neutrality of beam body after the reinforcing The ratio of axle height and β=0.8；EsyBy the modulus of elasticity of set longitudinal tensile reinforcing bar and its unit is in reinforcing box beam MPa；EpyBy the modulus of elasticity of set longitudinal prestressing reinforcing bar and its unit is MPa in reinforcing box beam；EspFor bottom steel plate or The modulus of elasticity of longitudinal direction side steel plate and its unit are MPa；ApyBy 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 εcuBy the compressive region of reinforcing box beam mix Coagulate native compressive ultimate strain, σp0By 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；fpyTensile strength design load for longitudinal prestressing reinforcing bar and Its unit is MPa；
To εsp1When being calculated, first according to formulaε is calculatedsp10；Again Judge εsp10Whether it is more thanWhenWhen,Otherwise, εsp1=εsp10；WhereinOr h'= h；εspyFor the yield strain of bottom steel plate or longitudinal direction side steel plate；εi1The hysteretic strain of steel plate at the bottom of during to consider that secondary loading influences； fspyIt is MPa for the steel plate tensile strength design load of bottom steel plate or longitudinal direction side steel plate and its unit；
To εspw1When being calculated, first according to formulaMeter Calculation draws εspw10；ε is judged againspw10Whether it is more thanWhenWhen,Otherwise, εspw1=εspw10；Its Middle εi2The hysteretic strain of longitudinal direction side steel plate during to consider that secondary loading influences；
In formula (4-2),
To εs1When being calculated, first according to formula(4-21), is calculated εs10；Judge again εs10Whether it is more thanWhenWhen,Otherwise, εs1=εs10；
To εs2When being calculated, ε is judgeds10Whether it is more thanWhenWhen,Otherwise, εs2=εs10；
To εspw2When being calculated, first according to formula(4-22), meter Calculation draws εspw20；ε is judged againspw20Whether it is more thanWhenWhen,Otherwise, εspw2=εspw20；
In formula (4-3),
To εs3When being calculated, first according to formula(4- 31) ε, is calculateds30；ε is judged agains30Whether it is more thanWhenWhen,Otherwise, εs3=εs30；
To εs4When being calculated, ε is judgeds30Whether it is more thanWhenWhen,Otherwise, εs4=εs30；
To εsp2When being calculated, first according to formula(4-31), ε is calculatedsp20；ε is judged againsp20Whether it is more thanWhenWhen,Otherwise, εsp2=εsp20；
Step 303, strengthening steel slab thickness and concrete thickness determine：Using the data processing equipment to tspAnd thnPoint It is not determined, process is as follows：
Step 3031, overreinforced judge：The strengthening steel slab theoretical maximum thickness t being calculated in judgment step 302spmaxWhether Less than tspm：Work as tspmax＜ tspmWhen, beam body is in overreinforced state after being judged as the now reinforcing, and enters step 3032；It is no Then, t is worked asspmax≥tspmWhen, beam body is in non-overreinforced state after being judged as the now reinforcing, and enters step 3033；
Step 3032, parameter increase adjustment, comprise the following steps：
Judgement that step 30321, concrete thickness increase adjust and concrete thickness transfinites：By thnIncrease Δ thn, and to increasing T after bighnCarrying out concrete thickness transfinites judgement：T after increasehn＞ thnMWhen, it is judged as that concrete thickness transfinites, will increases T after bighnReducing △thn, and enter step 30322；Otherwise, t after increasehn≤thnMWhen, it is judged as concrete thickness not Transfinite, and enter step 30323；
Wherein, Δ thn=15mm~25mm；thnMFor the lower concrete structure set in advance or the sidepiece coagulation The maximum gauge of soil structure；
Step 30322, the increase adjustment of strengthening steel slab thickness：By tspIncrease Δ tsp, and enter step 30323；Wherein, Δ tsp=1mm~3mm；
Step 30323, strengthening steel slab theoretical maximum THICKNESS CALCULATION and overreinforced judge：According to the method described in step 302, Now strengthening steel slab theoretical maximum thickness t is calculatedspmax, and judge tspmaxWhether t is less thanspm：Work as tspmax＜ tspmWhen, sentence Break and be in overreinforced state, return to step 30321 for beam body after the now reinforcing；Otherwise, t is worked asspmax≥tspmWhen, it is judged as this Beam body is in non-overreinforced state after Shi Suoshu is reinforced, and enters step 3033；
Step 3033, anti-bending bearing capacity checking：Call anti-bending bearing capacity computing module and the data processing according to formula Equipment is according to formula
To the anti-bending bearing capacity M of beam body after the now reinforcinguCarry out Calculate, and the M that will be calculateduWith Mu' carry out difference comparsion：Work as Mu＜ Mu' when, return to step 3032；Otherwise, M is worked asu≥Mu′ When, complete concrete thickness and strengthening steel slab thickness determination process and export thnAnd tsp, enter back into step 304；
In formula (5), x is the concrete compression area height of beam body after the reinforcing；ApyIndulged to be reinforced set by box beam To the cross-sectional area of deformed bar, AspFor the cross-sectional area and A of bottom steel platesp=btsp, AspwFor the transversal of longitudinal direction side steel plate Area and Aspw=tsp·hspw；σpkFor the stress value of predetermined no-cohesive prestressed reinforcement, ApkIn advance should for the soap-free emulsion polymeization Power and the area of section of set no-cohesive prestressed reinforcement in steel plate and concrete composite reinforcing construction；A is that the soap-free emulsion polymeization is pre- The center of gravity of set no-cohesive prestressed reinforcement is with reinforcing tension in box beam in stress and steel plate and concrete composite reinforcing construction The distance between Resultant force of area longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar and
Wherein, σpkUnit be MPa, b, x and a unit are mm, Asp、AspwAnd ApkUnit be mm2；
Step 304, longitudinal direction side steel plate height determine with bottom steel plate width：With reference to the t exported in step 303spAnd thn, institute Data processing equipment is stated the width b of bottom steel plate is calculated according to formula (1) and exports b；Meanwhile the data processing equipment is first The height h of beam body after the reinforcing is calculated according to formula (3), the height of longitudinal direction side steel plate is calculated further according to formula (2) Spend hspwAnd export hspw。
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：Step 302 In to described α1When being determined, when the strength grade of concrete of reinforced box beam is no more than C50, α1=1；When being reinforced When the strength grade of concrete of box beam is C80, α1=0.94；When reinforced box beam strength grade of concrete for C50~C80 it Between other grades when, 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, it is characterized in that：Step 3033 Before middle progress anti-bending bearing capacity checking, first to set in the prestressing without bondn and steel plate and concrete composite reinforcing construction The quantity n for putting no-cohesive prestressed reinforcement is determined；
When being determined to the quantity n of no-cohesive prestressed reinforcement, according to formula(6), it is calculated The quantity n of no-cohesive prestressed reinforcement；
In formula (5),Expression rounds up, σpFor the control stress for prestressing of predetermined no-cohesive prestressed reinforcement Value, y are set in the neutral axis of beam body after the reinforcing and the prestressing without bondn and steel plate and concrete composite reinforcing construction Put the distance between center of gravity of no-cohesive prestressed reinforcement, apArea of section for the single no-cohesive prestressed reinforcement andWherein d0It is mm for the diameter of no-cohesive prestressed reinforcement and its unit；M by reinforcing box beam beam body cut The moment of flexure and M=kql that face increases by deadweight increase2, wherein k by reinforcing box beam bending moment coefficients, q by reinforcing box beam Beam body section is because increasing the prestressing without bondn and line load caused by steel plate and concrete composite reinforcing construction, and l is is reinforced The calculating across footpath of box beam.
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：Step 3033 Before middle progress anti-bending bearing capacity checking, first to set in the prestressing without bondn and steel plate and concrete composite reinforcing construction The quantity n for putting no-cohesive prestressed reinforcement is determined；
When being determined to the quantity n of no-cohesive prestressed reinforcement, process is as follows：
Step 3033-1, parameter initialization：N initial value is set using the parameter input unit, and n=2；
Step 3033-2, section turn moment is verified：According to formula M=kql2To the beam body section of now reinforced box beam because from The moment M for increasing again and increasing is calculated, and by the M being calculated and n σp·apY carries out difference comparsion：Work as n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity determination process and export n；Otherwise, as n σp·apY ＜ M When, into step 3033-3；
Wherein k by reinforcing box beam bending moment coefficients, q by reinforcing box beam beam body section it is pre- because increasing the soap-free emulsion polymeization Line load caused by stress and steel plate and concrete composite reinforcing construction, l by reinforcing box beam calculating across footpath；
Step 3033-3, deformed bar quantity increase adjustment：The quantity n of now no-cohesive prestressed reinforcement is added 1；
Step 3033-4, section turn moment is verified：In step 3033-3 after deformed bar quantity increase adjustment, according to formula M=kql2The moment M increased by deadweight increase the beam body section of now reinforced box beam calculates, and will be calculated M and n σp·apY carries out difference comparsion：As n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine Process simultaneously exports n；Otherwise, as n σp·apDuring y ＜ M, return to step 3033-3.
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：Step 304 The middle width h according to formula (2) to longitudinal direction side steel platespwWhen being calculated, it is calculated
To h in step 304spwBefore output, also need to call height of the longitudinal direction side steel plate width adjusting module to longitudinal direction side steel plate Spend hspwAdjustment is optimized, process is as follows：
Step 3041, longitudinal direction side steel plate width reduce adjustment：By hspwReduce Δ hspw；Wherein, Δ hspw=45mm~ 55mm；
Step 3042, longitudinal direction side steel plate width threshold decision：It is right after longitudinal direction side steel plate width reduces adjustment in step 3041 hspwSize judged：WhenOr hspwDuring sin A ＜ 350mm, by hspwIncrease Δ hspw, complete Longitudinal direction side steel plate height adjustment process simultaneously exports hspw；Otherwise, into step 3043；
Step 3043, anti-bending bearing capacity checking：The anti-bending bearing capacity computing module is called, and according to formula (5) to step Longitudinal direction side steel plate width reduces the anti-bending bearing capacity M of beam body after the reinforcing after adjustment in rapid 3041uCalculated, and will be calculated The M drawnuWith Mu' carry out difference comparsion：Work as Mu≥Mu' when, return to step 3041；Otherwise, M is worked asu＜ Mu' when, by hspwIncrease Δ hspw, complete longitudinal direction side steel plate width adjustment process and export hspw。
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：Step When concrete thickness increase adjustment is carried out in 30321, the data processing equipment calls numerical value increase adjusting module to make thn=thn +Δthn；
When the increase adjustment of strengthening steel slab thickness is carried out in step 30322, the data processing equipment calls the numerical value to increase Big adjusting module makes tsp=tsp+Δtsp；
When the reduction adjustment of longitudinal direction side steel plate width is carried out in step 3041, the data processing equipment calls the numerical value to subtract Small adjusting module makes hspw=hspw-Δhspw；
By h in step 3042 and step 3043spwIncrease Δ hspwWhen, the data processing equipment calls the numerical value to increase Big adjusting module makes hspw=hspw+Δhspw。
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：Step 3033 The middle anti-bending bearing capacity M according to formula (5) to beam body after the now reinforcinguBefore being calculated, first according to true in step 2 Fixed structural parameters for reinforcing box beam and now n, tsp、b、hspwAnd thnNumerical value, to beam body after the now reinforcing The position of neutral axis is determined, and according to the position of the neutral axis of beam body after the reinforcing to beam body after the now reinforcing Concrete compression area height x is determined.
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：Step 301 Described in tspm=6mm, thnm=80mm.
The prestressing without bondn of above-mentioned box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterized in that：In step 2 Set longitudinal compressive reinforcement is respectively positioned in same level and a in reinforced box beams' it is longitudinal compressive reinforcement and the top plate Vertical distance between top surface, reinforce set longitudinal tensile reinforcing bar in box beam and be respectively positioned in same level；The longitudinal direction Compressive reinforcement and longitudinal tensile reinforcing bar are located at both sides above and below the neutral axis for reinforcing box beam respectively；
The quantity of longitudinal compressive reinforcement is n1Road and its be respectively positioned in the top plate, n1Longitudinal compressive reinforcement described in road It is respectively positioned in same level；Asy' it is n1The cross-sectional area sum of longitudinal compressive reinforcement described in road；Wherein, n1For positive integer；
The quantity of the longitudinal tensile reinforcing bar is n2Road and its be respectively positioned in the bottom plate, n2Longitudinal tensile reinforcing bar described in road It is respectively positioned in same level；AsyFor n2The cross-sectional area sum of longitudinal tensile reinforcing bar (6-2) described in road；Wherein, n2For just Integer；
The quantity of the longitudinal prestressing reinforcing bar is n3Road and its be respectively positioned in the bottom 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；ApFor n3Longitudinal direction 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, it is characterized in that：Step 301 Described in c0=0.25.
The present invention has advantages below compared with prior art：
1st, method and step is simple, reasonable in design and realization is convenient, and input cost is relatively low.
2nd, data processing speed is fast and automaticity is high, can be in more than ten minutes, or even a few minutes using data processing equipment The structural parameters of prestressing without bondn and steel plate and concrete composite reinforcing construction, including t are calculated in clocksp、hspw、thnWith b。
3rd, each determination method for parameter is simple, reasonable in design and identified parameter value is reasonable, and parameter determination process It is combined with bearing capacity checking, determines that the structural parameters of the composite reinforcement construction anti-bending bearing capacity of beam body after guarantee reinforcing is expired While sufficient design requirement, the failure mode that can ensure that beam body after reinforcing is suitable tendon shape state, is not in the possibility of overreinforced.
Using present invention determine that the structural parameters of composite reinforcement construction can effectively solve the profit of bottom steel plate and longitudinal direction side steel plate With coefficient problem, the usage factor for being generally easily guaranteed that bottom steel plate is 1, and the usage factor of side steel plate, which differs, is set to 1, i.e., Side steel plate is not efficiently used, then the damage -form of the reinforcing construction destroys for overreinforced, although anti-bending bearing capacity can also meet Requirement.During to ensure that above-mentioned satisfaction reinforces demand anti-bending bearing capacity, the usage factor of bottom steel plate and side steel plate is 1, The damage -form of beam body is that suitable muscle destroys after reinforcing, and needs the present invention to use the concrete strengthening selected by reinforcing construction thick Degree, reinforce height (i.e. side steel plate height), strengthening steel slab theoretical maximum thickness tspmaxIt is defined respectively etc. parameter.Using this hair Bright progress Reinforcing parameter is when determining, the concrete thickness t finally determinedhnIn thnm~thnMBetween, the strengthening steel slab that finally determines Thickness tspIn tspm~tspmaxBetween.
4th, strengthening steel slab thickness and concrete thickness are determined by the way of gradually being increased by initial minimum, institute The strengthening steel slab thickness of determination and concrete thickness are optimum value, can meet economy, cost-effective requirement, and to mixed Solidifying soil thickness setting maximum thnM, reaching prevents because of the purpose of beam body deadweight increase after the reinforcing that concrete thickness increase is brought； Also, by strengthening steel slab thickness tspIn tspm~tspmaxBetween, meet economy, it is cost-effective require while, can ensure that The failure mode of beam body is that suitable muscle destroys after reinforcing.
5th, consolidation effect is good, is combined and is reinforced with no-cohesive prestressed reinforcement using steel plate-concrete, 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 Thickness is reinforced, alleviates reinforcing construction weight.The antiseptic property of unbonded prestressing tendon is good, it is therefore prevented that because of presstressed reinforcing steel and coagulation Additional stress caused by soil structure deformation, it is safe and reliable, loss of prestress is smaller；And newly-increased presstressed reinforcing steel is positioned at new Inside reinforced concrete, stop problem of shaking in the absence of vibration damping, without installing damping device.Reinforcing construction and the combination for reinforcing box beam Site area is larger, and bar planting is uniform, stress relative distribution, the problem of eliminating stress concentration at steering block and anchor block, greatly Reduce loss of prestress or even the risk to fail.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, form removal process is saved, it is easy for construction quick.The reinforcing construction of institute's construction molding have outside neat, good endurance, Stability is high, good economy performance and it is easy for construction the advantages that, can effectively play resistance to compression and steel plate, the unbonded prestressing tendon of concrete Pull resistance it is strong the characteristics of, and can effectively solve reinforcing construction outward appearance existing for existing box girder pre-stressed reinforcement means it is irregular, Presstressed reinforcing steel is difficult in maintenance, costly, newly-increased presstressed reinforcing steel power performance is poor, the problems such as easily failing.To sum up, the present invention is adopted Reinforcing construction can significantly improve the bearing capacity and the rigidity of structure of bridge, can make full use of the performance of new, old material, and Newly, the connecting structure being necessary between old concrete and steel plate and novel concrete, stress performance is reliable, and beam body has after reinforcing The advantages that high capacity, rigidity are big, good endurance, smaller increase, the quick construction of conducting oneself with dignity.According to design reinforcement of the present invention construction pair After the completion of reinforced box beam is reinforced, it can be improved to ensureing the bearing capacity and stiffness of compound section after reinforcing, original structure is answered Power state obtains a certain degree of improvement, and damage -form is that suitable muscle destroys.
6th, widely applicable and popularizing application prospect is extensive, and the nothing of the box beam passed through suitable for all neutral axis out of web is glued Tie prestressing force and steel plate and concrete composite Design of Reinforcement process.
In summary, the inventive method step is simple, reasonable in design and realization is convenient, using effect is good, can be easy, quick The structural parameters of bridge composite reinforcement structure are determined, designed bridge composite reinforcement structure economics are practical and consolidation effect is good.
Below by drawings and examples, technical scheme is described in further detail.
Brief description of the drawings
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-bottom steel plate；2-longitudinal direction side steel plate；3-longitudinal prestressing reinforcing bar；
4-no-cohesive prestressed reinforcement；5-concrete structure；6-reinforce box beam；
6-1-longitudinal compressive reinforcement；6-2-longitudinal tensile reinforcing bar.
Embodiment
A kind of prestressing without bondn of box beam as shown in Figure 1 and steel plate and concrete composite Design Method of Reinforcing, including with Lower step：
Step 1: composite reinforcement construction determines：To the prestressing without bondn and steel plate and concrete composite of reinforced box beam 6 Reinforcing construction is determined；Reinforced box beam 6 is prestressed concrete beam；
As shown in Fig. 2 the prestressing without bondn includes being laid in reinforced case with steel plate and concrete composite reinforcing construction The bottom steel plate needed below stabilization zone 1, two of beam 6 is laid in the and of longitudinal direction side steel plate 2 needed at left and right sides of stabilization zone respectively Two are laid in the plug at end part steel plate for needing stabilization zone rear and front end, the bottom steel plate 1 and two longitudinal direction sides respectively Steel plate 2 in vertical bridge to laying, the bottom steel plate 1 and longitudinal direction side steel plate 2 be flat plate and the longitudinal length of the two with It is described need stabilization zone length it is identical；Two plug at end part steel plates are laid in direction across bridge；Reinforced box beam 6 is in horizontal cloth And if it includes top plate, a bottom plate and left and right immediately below the top plate and in horizontal layout in horizontal layout Two webs being connected between the top plate and the bottom plate, two webs are laid in symmetrical；The bottom steel plate 1 is in water Plain cloth is set, and two longitudinal direction side steel plates 2 are laid in the bottom outside of two webs respectively, each longitudinal direction side steel plate 2 be in parallel laying with the web that it is laid, and two longitudinal direction side steel plates 2 are symmetrically laid on the left and right sides of bottom steel plate 1 Side, two plug at end part steel plates are connected between the rear and front end of two longitudinal direction side steel plates 2, the bottom steel plate 1, two The individual longitudinal direction side steel plate 2 and two plug at end part steel plates form an abdomen for being sleeved on reinforced box beam 6 from the bottom to top The steel jacket box of plate bottom, the cross section of the steel jacket box is isosceles trapezoid, and more soap-free emulsion polymeizations are provided with the steel jacket box and in advance should Power reinforcing bar 4, and concrete structure 5 has been poured in the steel jacket box；The concrete structure 5 divides for below the bottom plate Lower concrete structure and two sidepiece concrete structures for being located at two web outsides respectively, two sidepiece coagulations Soil structure it is symmetrical laying and the thickness of the two it is identical with the thickness of the lower concrete structure, the bottom steel plate 1 With the thickness all same of two longitudinal direction side steel plates 2 and the material all same of three；The more no-cohesive prestressed reinforcements 4 It is laid in same level and it is respectively positioned on the middle inside of the lower concrete structure, the more soap-free emulsion polymeizations in advance should The diameter and identical length of power reinforcing bar 4 are same and it is in uniformly laying；
Step 2: box-beam structure parameter determines before reinforcing：The structural parameters of reinforced box beam 6 are determined；
With reference to Fig. 2, the structural parameters of identified reinforced box beam 6 include reinforcing set vertical in the bottom plate of box beam 6 To the area of section A of deformed bar 3p, reinforce the area of section A of set longitudinal compressive reinforcement 6-1 in box beam 6sy', it is vertical To compressive reinforcement 6-1 compression strength design load fsy', reinforce the area of section of set longitudinal tensile reinforcing bar 6-2 in box beam 6 Asy, longitudinal tensile reinforcing bar 6-2 tensile strength design load fsy, reinforce in box beam 6 compressive region longitudinal reinforcement Resultant force to section The distance a at compression edges', reinforce making a concerted effort for tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar 3 in box beam 6 Put to the distance a at section tension edge0, the top plate width bf', the thickness h of the top platef', the thickness of two webs Degree sum b ', reinforce in box beam 6 Resultant force of tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar 3 to section by The distance h of flanging edge0With the deck-molding h of reinforced box beam 61, h1By reinforcing box beam 6 beam body height and its be from the top plate Top surface is to the vertical distance of the bottom plate bottom surface, wherein Ap、Asy' and AsyUnit be mm2, fsy' and fsyUnit be MPa, as′、a0、bf′、hf′、b′、h0And h1Unit be mm；h0+a0=h1；
Longitudinal compressive reinforcement 6-1 is located in the top plate, and the longitudinal tensile reinforcing bar 6-2 is located in the bottom plate, Longitudinal compressive reinforcement 6-1 and longitudinal tensile reinforcing bar 6-2 are nonprestressed reinforcement, and the neutral axle position of reinforced box beam 6 Below the top plate；
Step 3: composite reinforcement structural texture parameter determines：The structure for reinforcing box beam 6 according to being determined in step 2 is joined Number, the structure using data processing equipment to prestressing without bondn described in step 1 and steel plate and concrete composite reinforcing construction Parameter is determined；
The structural parameters of the identified prestressing without bondn and steel plate and concrete composite reinforcing construction include tsp、 hspw、thnAnd b, wherein tspFor bottom steel plate 1 or the thickness of longitudinal direction side steel plate 2, hspwFor the width of longitudinal direction side steel plate 2, thnTo be described The thickness of lower concrete structure or the sidepiece concrete structure, b are the width of bottom steel plate 1；
The structural parameters of prestressing without bondn described in step 1 and steel plate and concrete composite reinforcing construction are determined When, process is as follows：
Step 301, parameter initialization：Using the parameter input unit to connect with the data processing equipment, input step What is determined in two reinforces the structural parameters of box beam 6, and to tsp、b、hspwAnd thnInitial value set respectively；Wherein, tsp =tspmAnd tspm=5mm~7mm, thn=thnmAnd thnm=70mm~90mm；B=b '+2tsp+2thn(1)；Wherein c0The angle and A≤90 ° of=0.15~0.4, A between the web and horizontal plane, h are The height and h=h of beam body after reinforcing1+thn+tsp(3), the vertical height h of longitudinal direction side steel plate 2spv=c0×h；After the reinforcing Beam body by using the prestressing without bondn and steel plate and concrete composite reinforcing construction to after reinforcing box beam 6 reinforces Beam body；
Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION：The data processing equipment is according to formula tspmax=min (tsp1,tsp2,tsp3) (4), strengthening steel slab theoretical maximum thickness t is calculatedspmax；
In formula (4),
In formula (4-1), formula (4-2) and (4-3), α1For the compressive region concrete rectangular stress of beam body after the reinforcing The stress value of figure and the ratio of concrete axial compressive strength design load, fcBy reinforcing box beam 6 concrete axle center pressure resistance Degree design load and its unit be MPa, β be after the reinforcing compressive region concrete rectangular stress diagram depth of compressive zone of beam body and in The ratio of property axle height and β=0.8；EsyBy set longitudinal tensile reinforcing bar 6-2 modulus of elasticity and its list in reinforcing box beam 6 Position is MPa；EpyBy the modulus of elasticity of set longitudinal prestressing reinforcing bar 3 and its unit is MPa in reinforcing box beam 6；EspThe bottom of for The modulus of elasticity of steel plate 1 or longitudinal direction side steel plate 2 and its unit are MPa；ApyTo be reinforced longitudinal prestressing reinforcing bar set by box beam 6 3 cross-sectional area and its unit are mm2；
In formula (4-1),Wherein εcuBy reinforcing box beam 6 compressive region Ultimate compressive strain of concrete, σp0By 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；fpyDesigned for the tensile strength of longitudinal prestressing reinforcing bar 3 It is worth and its unit is MPa；ApyBy the cross-sectional area of longitudinal prestressing reinforcing bar 3 set by reinforcing box beam 6 and its unit be mm2；
To εsp1When being calculated, first according to formula(4-11), is calculated εsp10；Judge again εsp10Whether it is more thanWhenWhen,Otherwise, εsp1=εsp10；WhereinOr h'=h； εspyFor the yield strain of bottom steel plate 1 or longitudinal direction side steel plate 2；εi1The hysteretic strain of steel plate 1 at the bottom of during to consider that secondary loading influences； fspyIt is MPa for the steel plate tensile strength design load of bottom steel plate 1 or longitudinal direction side steel plate 2 and its unit；
To εspw1When being calculated, first according to formula(4-12), is calculated Go out εspw10；ε is judged againspw10Whether it is more thanWhenWhen,Otherwise, εspw1=εspw10；Wherein εi2The hysteretic strain of longitudinal direction side steel plate 2 during to consider that secondary loading influences；
In formula (4-2),
To εs1When being calculated, first according to formula(4-21), is calculated εs10；Judge again εs10Whether it is more thanWhenWhen,Otherwise, εs1=εs10；
To εs2When being calculated, ε is judgeds10Whether it is more thanWhenWhen,Otherwise, εs2=εs10；
To εspw2When being calculated, first according to formula(4-22), meter Calculation draws εspw20；ε is judged againspw20Whether it is more thanWhenWhen,Otherwise, εspw2=εspw20；
In formula (4-3),
To εs3When being calculated, first according to formula(4- 31) ε, is calculateds30；ε is judged agains30Whether it is more thanWhenWhen,Otherwise, εs3=εs30；
To εs4When being calculated, ε is judgeds30Whether it is more thanWhenWhen,Otherwise, εs4=εs30；
To εsp2When being calculated, first according to formula(4-31), ε is calculatedsp20；ε is judged againsp20Whether it is more thanWhenWhen,Otherwise, εsp2=εsp20；
Step 303, strengthening steel slab thickness and concrete thickness determine：Using the data processing equipment to tspAnd thnPoint It is not determined, process is as follows：
Step 3031, overreinforced judge：The strengthening steel slab theoretical maximum thickness t being calculated in judgment step 302spmaxWhether Less than tspm：Work as tspmax＜ tspmWhen, beam body is in overreinforced state after being judged as the now reinforcing, and enters step 3032；It is no Then, t is worked asspmax≥tspmWhen, beam body is in non-overreinforced state after being judged as the now reinforcing, and enters step 3033；
Step 3032, parameter increase adjustment, comprise the following steps：
Judgement that step 30321, concrete thickness increase adjust and concrete thickness transfinites：By thnIncrease Δ thn, and to increasing T after bighnCarrying out concrete thickness transfinites judgement：T after increasehn＞ thnMWhen, it is judged as that concrete thickness transfinites, will increases T after bighnReducing △thn, and enter step 30322；Otherwise, t after increasehn≤thnMWhen, it is judged as concrete thickness not Transfinite, and enter step 30323；
Wherein, Δ thn=15mm~25mm；thnMFor the lower concrete structure set in advance or the sidepiece coagulation The maximum gauge of soil structure；
Step 30322, the increase adjustment of strengthening steel slab thickness：By tspIncrease Δ tsp, and enter step 30323；Wherein, Δ tsp=1mm~3mm；
Step 30323, strengthening steel slab theoretical maximum THICKNESS CALCULATION and overreinforced judge：According to the method described in step 302, Now strengthening steel slab theoretical maximum thickness t is calculatedspmax, and judge tspmaxWhether t is less thanspm：Work as tspmax＜ tspmWhen, sentence Break and be in overreinforced state, return to step 30321 for beam body after the now reinforcing；Otherwise, t is worked asspmax≥tspmWhen, it is judged as this Beam body is in non-overreinforced state after Shi Suoshu is reinforced, and enters step 3033；
Step 3033, anti-bending bearing capacity checking：Call anti-bending bearing capacity computing module and the data processing according to formula Equipment is according to formula
(5), to the anti-bending bearing capacity M of beam body after the now reinforcinguCounted Calculate, and the M that will be calculateduWith Mu' carry out difference comparsion：Work as Mu＜ Mu' when, return to step 3032；Otherwise, M is worked asu≥Mu' when, Complete concrete thickness and strengthening steel slab thickness determination process and export thnAnd tsp, enter back into step 304；
In formula (5), x is the concrete compression area height of beam body after the reinforcing；ApyIndulged to be reinforced set by box beam 6 To the cross-sectional area of deformed bar 3, AspFor the cross-sectional area and A of bottom steel plate 1sp=btsp, AspwFor longitudinal direction side steel plate 2 Cross-sectional area and Aspw=tsp·hspw；σpkFor the stress value of predetermined no-cohesive prestressed reinforcement 4, ApkGlued for the nothing Tie in prestressing force and steel plate and concrete composite reinforcing construction the area of section of set no-cohesive prestressed reinforcement 4 andWherein n be no-cohesive prestressed reinforcement 4 quantity, d0Diameter for no-cohesive prestressed reinforcement 4 and Its unit is mm；A is the prestressing without bondn and set prestressing without bondn steel in steel plate and concrete composite reinforcing construction The center of gravity of muscle 4 (is also referred to as with reinforcing the Resultant force of tensile region longitudinal direction nonprestressed reinforcement and longitudinal prestressing reinforcing bar 3 in box beam 6 Point of resultant force) the distance between and
Wherein, σpkUnit be MPa, b, x and a unit are mm, Asp、AspwAnd ApkUnit be mm2；
Step 304, longitudinal direction side steel plate height determine with bottom steel plate width：With reference to the t exported in step 303spAnd thn, institute Data processing equipment is stated the width b of bottom steel plate 1 is calculated according to formula (1) and exports b；Meanwhile the data processing equipment The height h of beam body after the reinforcing is first calculated according to formula (3), longitudinal direction side steel plate 2 is calculated further according to formula (2) Height hspwAnd export hspw。
Wherein, fsy' and fsyUnit be MPa.Also, fsy′、fsy、α1、fc、β、Esy、εspy、εcu、fspy、fpy、σpkWith The implication of the parameters such as x referring to《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 (i.e. reinforced box beam 6) stress before reinforcing, The prestressing without bondn of being constructed in the structure (i.e. 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 influences, bottom steel plate 1 should be calculated by plane cross-section assumption according to loading condition when reinforcing Hysteretic strain.
In above-mentioned parameter, described x by reinforcing box beam 6 neutral axis to the distance at section compression edge, its middle section Compression edge is the top surface of the top plate.Wherein, the section compression edge for reinforcing box beam 6 is the top surface and its section of the wing plate Face tension edge is the bottom surface of the web.Described compressive region concrete rectangular stress diagram is the equivalent square of compressive region concrete Shape stress diagram.
In the present embodiment, the f described in step 302cBy reinforcing box beam 6 concrete axial compressive strength design load, α1 By reinforcing box beam 6 the stress value of compressive region concrete rectangular stress diagram and the ratio of concrete axial compressive strength design load Value.
In the present embodiment, to described α in step 3021When being determined, when concrete strength of reinforced box beam 6 etc. When level is no more than C50, α1=1；When the strength grade of concrete of reinforced box beam 6 is C80, α1=0.94；When reinforced box beam During other grade of 6 strength grade of concrete 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 carrying out anti-bending bearing capacity checking in step 3033, first to the prestressing without bondn and steel The quantity n of set no-cohesive prestressed reinforcement 4 is determined in plate-Combined concrete reinforcing construction；
When being determined to the quantity n of no-cohesive prestressed reinforcement 4, according to formula(6), calculate Go out the quantity n of no-cohesive prestressed reinforcement 4；
In formula (5),Expression rounds up, σpShould for the cable tensios control of predetermined no-cohesive prestressed reinforcement 4 Force value, neutral axis of the y for beam body after the reinforcing and institute in the prestressing without bondn and steel plate and concrete composite reinforcing construction The distance between center of gravity of no-cohesive prestressed reinforcement 4, a are setpFor the area of section of the single no-cohesive prestressed reinforcement 4 AndWherein d0Diameter and its unit for no-cohesive prestressed reinforcement 4 are mm；M by reinforcing box beam 6 beam The moment of flexure and M=kql that body section increases by deadweight increase2, wherein k by reinforcing box beam 6 bending moment coefficients, q is is reinforced The beam body section of box beam 6 is because increasing the prestressing without bondn and line load, l caused by steel plate and concrete composite reinforcing construction By reinforcing box beam 6 calculating across footpath.
Wherein, k is parameter known to art technology；When the reinforced box beam 6 is simply supported beam, k=0.125；Institute , can be when to state reinforced box beam 6 be continuous beam《Building structure reckoner》Find bending moment coefficients k value.Q unit is N/ Mm, l unit are mm.
, also can be in accordance with the following methods when being determined to the quantity n of no-cohesive prestressed reinforcement 4 in actual mechanical process It is determined, process is as follows：
Step 3033-1, parameter initialization：N initial value is set using the parameter input unit, and n=2；
Step 3033-2, section turn moment is verified：According to formula M=kql2To the beam body section of now reinforced box beam 6 because Deadweight increase and the moment M that increases is calculated, and by the M being calculated and n σp·apY carries out difference comparsion：Work as n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity determination process and export n；Otherwise, as n σp·apY ＜ M When, into step 3033-3；
Wherein k by reinforcing box beam 6 bending moment coefficients, q by reinforcing box beam 6 beam body section because increasing the soap-free emulsion polymeization Line load caused by prestressing force and steel plate and concrete composite reinforcing construction, l by reinforcing box beam 6 calculating across footpath；
Step 3033-3, deformed bar quantity increase adjustment：The quantity n of now no-cohesive prestressed reinforcement 4 is added 1；
Step 3033-4, section turn moment is verified：In step 3033-3 after deformed bar quantity increase adjustment, according to formula M=kql2The moment M increased by deadweight increase the beam body section of now reinforced box beam 6 calculates, and will calculate The M gone out and n σp·apY carries out difference comparsion：As n σp·apDuring y >=M, it is true to complete no-cohesive prestressed reinforcement quantity Determine process and export n；Otherwise, as n σp·apDuring y ＜ M, return to step 3033-3.
In the present embodiment, the width h in step 304 according to formula (2) to longitudinal direction side steel plate 2spwWhen being calculated, calculate Draw
To h in step 304spwBefore output, also need to call longitudinal direction side steel plate width adjusting module to longitudinal direction side steel plate 2 Height hspwAdjustment is optimized, process is as follows：
Step 3041, longitudinal direction side steel plate width reduce adjustment：By hspwReduce Δ hspw；Wherein, Δ hspw=45mm~ 55mm；
Step 3042, longitudinal direction side steel plate width threshold decision：It is right after longitudinal direction side steel plate width reduces adjustment in step 3041 hspwSize judged：WhenOr hspwDuring sinA ＜ 350mm, by hspwIncrease Δ hspw, complete vertical To side steel plate height adjustment process and export hspw；Otherwise, into step 3043；
Step 3043, anti-bending bearing capacity checking：The anti-bending bearing capacity computing module is called, and according to formula (5) to step Longitudinal direction side steel plate width reduces the anti-bending bearing capacity M of beam body after the reinforcing after adjustment in rapid 3041uCalculated, and will be calculated The M drawnuWith Mu' carry out difference comparsion：Work as Mu≥Mu' when, return to step 3041；Otherwise, M is worked asu＜ Mu' when, by hspwIncrease Δ hspw, complete longitudinal direction side steel plate width adjustment process and export hspw。
When concrete thickness increase adjustment is carried out in the present embodiment, in step 30321, the data processing equipment calls number Value increase adjusting module makes thn=thn+Δthn；
When the increase adjustment of strengthening steel slab thickness is carried out in step 30322, the data processing equipment calls the numerical value to increase Big adjusting module makes tsp=tsp+Δtsp；
When the reduction adjustment of longitudinal direction side steel plate width is carried out in step 3041, the data processing equipment calls the numerical value to subtract Small adjusting module makes hspw=hspw-Δhspw；
By h in step 3042 and step 3043spwIncrease Δ hspwWhen, the data processing equipment calls the numerical value to increase Big adjusting module makes hspw=hspw+Δhspw。
When concrete thickness increase adjustment is carried out in actual mechanical process, in step 30321, the data processing equipment makes By thn+ΔthnUnloading is thn；When the increase adjustment of strengthening steel slab thickness is carried out in step 30322, the data processing equipment By tsp+ΔtspUnloading is tsp；When progress longitudinal direction side steel plate highly reduces adjustment in step 3041, the data processing is set It is standby by hspw-ΔhspwUnloading is hspw；By h in step 3042 and step 3043spwIncrease Δ hspwWhen, the data processing Equipment is by hspw+ΔhspwUnloading is hspw.
In the present embodiment, the data processing equipment is PC.
During actual use, the data processing equipment can also use other data processing equipments such as ARM microprocessor.
In the present embodiment, the anti-bending bearing capacity M in step 3033 according to formula (5) to beam body after the now reinforcinguEnter Before row calculates, first according to the structural parameters for reinforcing box beam 6 determined in step 2 and now n, tsp、b、hspwAnd thn's Numerical value, the position of the neutral axis of beam body after the now reinforcing is determined, and according to the neutral axis of beam body after the reinforcing Position the concrete compression area height x of beam body after the now reinforcing is determined.
According to general knowledge known in this field, neutral axis be beam neutral line and cross section intersection in plain bending and unsymmetrical bending Under situation, the direct stress value of each point is zero on the intersection of cross section and stress plane, and this intersection is referred to as neutral axis.
The neutral axis that box beam 6 is reinforced in the present embodiment, in step 2 passes through and its concrete compression out of described web Highly it is more than the thickness of the top plate, the neutral axis is also referred to as natural axis.
In the present embodiment, the t described in step 301spm=6mm, thnm=80mm.
, can according to specific needs, to t during practice of constructionspmAnd thnmSpan adjust accordingly.
As shown in the above, the concrete thickness t finally determinedhnIn thnm~thnMBetween, the reinforcing steel that finally determines Plate thickness tspIn tspm~tspmaxBetween.
In the present embodiment, thnM=20cm.
, can according to specific needs, by t during practice of constructionhnMValue adjusted accordingly in the range of 18cm~22cm.
Set longitudinal compressive reinforcement 6-1 in box beam 6 is reinforced in the present embodiment, in step 2 and is respectively positioned on same level Upper and as' vertical the distance between longitudinal compressive reinforcement 6-1 and the top plate top surface, reinforces set longitudinal direction in box beam 6 Tension reinforcement 6-2 is respectively positioned in same level；Longitudinal compressive reinforcement 6-1 and longitudinal tensile reinforcing bar 6-2 are located at institute respectively Reinforce both sides above and below the neutral axis of box beam 6；
The quantity of longitudinal compressive reinforcement 6-1 is n1Road and its be respectively positioned in the top plate, n1Longitudinal Steel Compression described in road Muscle 6-1 is respectively positioned in same level；Asy' it is n1Longitudinal compressive reinforcement 6-1 cross-sectional area sum described in road；Wherein, n1 For positive integer；
The quantity of the longitudinal tensile reinforcing bar 6-2 is n2Road and its be respectively positioned in the bottom plate, n2Longitudinal tensile steel described in road Muscle 6-2 is respectively positioned in same level；AsyFor n2Longitudinal tensile reinforcing bar 6-2 cross-sectional area sum described in road；Wherein, n2For Positive integer.
The quantity of the longitudinal prestressing reinforcing bar 3 is n3Road and its be respectively positioned in the bottom 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；ApFor n3Longitudinal direction described in road The cross-sectional area sum of deformed bar 3；Wherein, n3For positive integer.
In the present embodiment, work as n1When >=2, n1Longitudinal compressive reinforcement 6-1 described in road is in uniformly laying.Work as n2When >=2, n2Road The 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 positions to the wing plate top surface.
In the present embodiment, no-cohesive prestressed reinforcement 4 is respectively positioned on the middle inside of the steel jacket box described in multiple tracks.
The effective depth of section h of reinforced box beam 60To be reinforced in box beam 6 tensile region longitudinal reinforcement Resultant force to section The distance at compression edge.Tensile region longitudinal reinforcement Resultant force is is reinforced set longitudinal tensile in box beam 6 in reinforced box beam 6 Reinforcing bar 6-2 and longitudinal prestressing reinforcing bar 3 point of resultant force.The section compression edge of reinforced box beam 6 is the top of the top plate Face and its section tension edge are the bottom surface of the bottom plate.Wherein, h01For longitudinal tensile reinforcing bar 6-2 present positions to the top plate The vertical distance of top surface, h02Vertical distance for the present position of longitudinal prestressing reinforcing bar 3 to the top plate top surface.
, can also be by the c described in step 301 when actually being calculated0It is set as 0.25.
It is easy to calculate, when strengthening steel slab theoretical maximum THICKNESS CALCULATION is carried out in step 302, h '=h.
During practice of construction, the bottom steel plate 1 and two longitudinal direction side steel plates 2 are fixed on by multiple crab-bolts and reinforced In box beam 6.
When strengthening steel slab theoretical maximum THICKNESS CALCULATION is carried out in step 302, analyzed from following three kinds of limiting conditions：
Wherein, when compression area edge concrete strain reaches εcuWhen, the nominal yield of longitudinal prestressing reinforcing bar 3, longitudinal tensile steel Muscle 6-2 is surrendered, strengthening steel slab thickness t under such a statespMeet formula (4-1)；
When compression area edge concrete strain reaches εcuWhen, the strain of bottom steel plate 1 is εspy, strengthening steel slab is thick under such a state Spend tspMeet formula (4-2)；
When compression area edge concrete strain reaches εcuWhen, the strain of longitudinal direction side steel plate 2 is εspy, steel is reinforced under such a state Plate thickness tspMeet formula (4-3).
So, strengthening steel slab theoretical maximum thickness t can be drawn according to formula (4)spmax。
Also, εi2Longitudinal direction side steel plate 2 is averaged when consideration secondary loading to be calculated according to plane cross-section assumption influences Hysteretic strain, εi1It is calculated according to plane cross-section assumption.
In the present embodiment, the top gradient of the concrete structure 5 of the web outside is 1: 1.
It is described above, only it is presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention Any simple modification, change and the equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention In the protection domain of art scheme.

Claims (10)

1. a kind of prestressing without bondn of box beam and steel plate and concrete composite Design Method of Reinforcing, it is characterised in that：This method bag Include following steps：
Step 1: composite reinforcement construction determines：The prestressing without bondn of reinforced box beam (6) is added with steel plate and concrete composite Gu construction is determined；Reinforced box beam (6) is prestressed concrete beam；
The prestressing without bondn and steel plate and concrete composite reinforcing construction, which include being laid in reinforced box beam (6), to be needed to reinforce Bottom steel plate (1) below area, two be laid in the longitudinal direction side steel plate (2) needed at left and right sides of stabilization zone and two difference respectively It is laid in the plug at end part steel plate for needing stabilization zone rear and front end, the bottom steel plate (1) and two longitudinal direction side steel plates (2) In vertical bridge to laying, the bottom steel plate (1) and longitudinal direction side steel plate (2) be flat plate and the longitudinal length of the two and institute Stating needs the length of stabilization zone identical；Two plug at end part steel plates are laid in direction across bridge；Reinforced box beam (6) is in horizontal cloth And if it includes top plate, a bottom plate and left and right immediately below the top plate and in horizontal layout in horizontal layout Two webs being connected between the top plate and the bottom plate, two webs are laid in symmetrical；The bottom steel plate (1) is in Horizontal layout, two longitudinal direction side steel plates (2) are laid in the bottom outside of two webs respectively, each longitudinal direction side Steel plate (2) is in parallel laying with the web that it is laid, and two longitudinal direction side steel plates (2) are symmetrically laid in bottom steel plate (1) Above the left and right sides, two plug at end part steel plates are connected between the rear and front end of two longitudinal direction side steel plates (2), institute Bottom steel plate (1), two longitudinal direction side steel plates (2) and two plug at end part steel plates are stated 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 the steel jacket box is isosceles trapezoid, is set in the steel jacket box There are more no-cohesive prestressed reinforcements (4), and concrete structure (5) has been poured in the steel jacket box；The concrete structure (5) It is divided into the lower concrete structure below the bottom plate and two sidepiece coagulations for being located at two web outsides respectively Soil structure, the symmetrical laying of two sidepiece concrete structures and the thickness of the two with the lower concrete structure Thickness it is identical, the thickness all same of the bottom steel plate (1) and two longitudinal direction side steel plates (2) and the material of three is homogeneous Together；The more no-cohesive prestressed reinforcements (4) are laid in same level and it is respectively positioned on the lower concrete knot The middle inside of structure, the diameters of more no-cohesive prestressed reinforcements (4) and identical length with and its in uniformly laying；
Step 2: box-beam structure parameter determines before reinforcing：The structural parameters of reinforced box beam (6) are determined；
The structural parameters of identified reinforced box beam (6) include reinforcing set longitudinal prestressing in the bottom plate of box beam (6) The area of section A of reinforcing bar (3)p, reinforce the area of section A of set longitudinal compressive reinforcement (6-1) in box beam (6)sy', longitudinal direction The compression strength design load f of compressive reinforcement (6-1)sy', reinforce the section of set longitudinal tensile reinforcing bar (6-2) in box beam (6) Area Asy, longitudinal tensile reinforcing bar (6-2) tensile strength design load fsy, reinforce the interior compressive region longitudinal reinforcement of box beam (6) and make a concerted effort Put to the distance a at section compression edges', reinforce the interior tensile region longitudinal direction nonprestressed reinforcement of box beam (6) and longitudinal prestressing steel The Resultant force of muscle (3) to section tension edge distance a0, the top plate width bf', the thickness h of the top platef', two institutes State the thickness sum b ' of web, reinforce the interior tensile region longitudinal direction nonprestressed reinforcement of box beam (6) and longitudinal prestressing reinforcing bar (3) Resultant force to section compression edge distance h0With the deck-molding h of reinforced box beam (6)1, h1By reinforcing box beam (6) beam body it is high Spend and it is from the top plate top surface to the vertical distance of the bottom plate bottom surface, wherein Ap、Asy' and AsyUnit be mm2, fsy' and fsyUnit be MPa, as′、a0、bf′、hf′、b′、h0And h1Unit be mm；h0+a0=h1；
Longitudinal compressive reinforcement (6-1) is located in the top plate, and the longitudinal tensile reinforcing bar (6-2) is located in the bottom plate, Longitudinal compressive reinforcement (6-1) and longitudinal tensile reinforcing bar (6-2) they are nonprestressed reinforcement, and in reinforced box beam (6) Property axle position below the top plate；
Step 3: composite reinforcement structural texture parameter determines：The structure for reinforcing box beam (6) according to being determined in step 2 is joined Number, the structure using data processing equipment to prestressing without bondn described in step 1 and steel plate and concrete composite reinforcing construction Parameter is determined；
The structural parameters of the identified prestressing without bondn and steel plate and concrete composite reinforcing construction include tsp、hspw、thn And b, wherein tspFor bottom steel plate (1) or the thickness of longitudinal direction side steel plate (2), hspwFor the width of longitudinal direction side steel plate (2), thnTo be described The thickness of lower concrete structure or the sidepiece concrete structure, b are the width of bottom steel plate (1)；
When being determined to the structural parameters of prestressing without bondn described in step 1 and steel plate and concrete composite reinforcing construction, Process is as follows：
Step 301, parameter initialization：Using the parameter input unit to connect with the data processing equipment, in input step two The structural parameters for reinforcing box beam (6) of determination, and to tsp、b、hspwAnd thnInitial value set respectively；Wherein, tsp= tspmAnd tspm=5mm~7mm, thn=thnmAnd thnm=70mm~90mm；B=b '+2tsp+2thn(1)；Wherein c0The angle and A≤90 ° of=0.15~0.4, A between the web and horizontal plane, h are The height and h=h of beam body after reinforcing1+thn+tsp(3), the vertical height h of longitudinal direction side steel plate (2)spv=c0×h；The reinforcing Beam body is reinforces using the prestressing without bondn with steel plate and concrete composite reinforcing construction to being reinforced box beam (6) afterwards Beam body afterwards；
Step 302, strengthening steel slab theoretical maximum THICKNESS CALCULATION：The data processing equipment is according to formula tspmax=min (tsp1, tsp2,tsp3) (4), strengthening steel slab theoretical maximum thickness t is calculatedspmax；
In formula (4),
<mrow> <msub> <mi>t</mi> <mrow> <mi>s</mi> <mi>p</mi> <mn>1</mn> </mrow> </msub> <mo>=</mo> <mfrac> <mrow> <msub> <mi>&amp;alpha;</mi> <mn>1</mn> </msub> <msub> <mi>f</mi> <mi>c</mi> </msub> <mrow> <mo>(</mo> <msup> <msub> <mi>b</mi> <mi>f</mi> </msub> <mo>&amp;prime;</mo> </msup> <mo>-</mo> <msup> <mi>b</mi> <mo>&amp;prime;</mo> </msup> <mo>)</mo> </mrow> <msup> <msub> <mi>h</mi> <mi>f</mi> </msub> <mo>&amp;prime;</mo> </msup> <mo>+</mo> <msub> <mi>&amp;alpha;</mi> <mn>1</mn> </msub> <msub> <mi>f</mi> <mi>c</mi> </msub> <msup> <mi>b</mi> <mo>&amp;prime;</mo> </msup> <msub> <mi>&amp;xi;</mi> <mn>1</mn> </msub> <msub> <mi>h</mi> <mn>0</mn> </msub> <mi>&amp;beta;</mi> <mo>+</mo> <msup> <msub> <mi>f</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>&amp;prime;</mo> </msup> <msup> <msub> <mi>A</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>&amp;prime;</mo> </msup> <mo>-</mo> <msub> <mi>f</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <msub> <mi>A</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>-</mo> <msub> <mi>f</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> <msub> <mi>A</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> </mrow> <mrow> <msub> <mi>E</mi> <mrow> <mi>s</mi> <mi>p</mi> </mrow> </msub> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mi>p</mi> <mn>1</mn> </mrow> </msub> <mi>b</mi> <mo>+</mo> <mn>2</mn> <msub> <mi>E</mi> <mrow> <mi>s</mi> <mi>p</mi> </mrow> </msub> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>w</mi> <mn>1</mn> </mrow> </msub> <msub> <mi>h</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>w</mi> </mrow> </msub> </mrow> </mfrac> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>4</mn> <mo>-</mo> <mn>1</mn> <mo>)</mo> </mrow> <mo>;</mo> </mrow>
<mrow> <msub> <mi>t</mi> <mrow> <mi>s</mi> <mi>p</mi> <mn>2</mn> </mrow> </msub> <mo>=</mo> <mfrac> <mrow> <msub> <mi>&amp;alpha;</mi> <mn>1</mn> </msub> <msub> <mi>f</mi> <mi>c</mi> </msub> <mrow> <mo>(</mo> <msup> <msub> <mi>b</mi> <mi>f</mi> </msub> <mo>&amp;prime;</mo> </msup> <mo>-</mo> <msup> <mi>b</mi> <mo>&amp;prime;</mo> </msup> <mo>)</mo> </mrow> <msup> <msub> <mi>h</mi> <mi>f</mi> </msub> <mo>&amp;prime;</mo> </msup> <mo>+</mo> <msub> <mi>&amp;alpha;</mi> <mn>1</mn> </msub> <msub> <mi>f</mi> <mi>c</mi> </msub> <msup> <mi>b</mi> <mo>&amp;prime;</mo> </msup> <msub> <mi>&amp;xi;</mi> <mn>2</mn> </msub> <msup> <mi>h</mi> <mo>&amp;prime;</mo> </msup> <mi>&amp;beta;</mi> <mo>+</mo> <msup> <msub> <mi>f</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>&amp;prime;</mo> </msup> <msup> <msub> <mi>A</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>&amp;prime;</mo> </msup> <mo>-</mo> <msub> <mi>E</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> <mrow> <mo>(</mo> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mn>1</mn> </mrow> </msub> <mo>+</mo> <mfrac> <msub> <mi>&amp;sigma;</mi> <mrow> <mi>p</mi> <mn>0</mn> </mrow> </msub> <msub> <mi>E</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> </mfrac> <mo>)</mo> </mrow> <msub> <mi>A</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> <mo>-</mo> <msub> <mi>E</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mn>2</mn> </mrow> </msub> <msub> <mi>A</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> </mrow> <mrow> <msub> <mi>f</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>y</mi> </mrow> </msub> <mi>b</mi> <mo>+</mo> <mn>2</mn> <msub> <mi>E</mi> <mrow> <mi>s</mi> <mi>p</mi> </mrow> </msub> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>w</mi> <mn>2</mn> </mrow> </msub> <msub> <mi>h</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>w</mi> </mrow> </msub> </mrow> </mfrac> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>4</mn> <mo>-</mo> <mn>2</mn> <mo>)</mo> </mrow> <mo>;</mo> </mrow>
<mrow> <msub> <mi>t</mi> <mrow> <mi>s</mi> <mi>p</mi> <mn>3</mn> </mrow> </msub> <mo>=</mo> <mfrac> <mrow> <msub> <mi>&amp;alpha;</mi> <mn>1</mn> </msub> <msub> <mi>f</mi> <mi>c</mi> </msub> <mrow> <mo>(</mo> <msup> <msub> <mi>b</mi> <mi>f</mi> </msub> <mo>&amp;prime;</mo> </msup> <mo>-</mo> <msup> <mi>b</mi> <mo>&amp;prime;</mo> </msup> <mo>)</mo> </mrow> <msup> <msub> <mi>h</mi> <mi>f</mi> </msub> <mo>&amp;prime;</mo> </msup> <mo>+</mo> <msub> <mi>&amp;alpha;</mi> <mn>1</mn> </msub> <msub> <mi>f</mi> <mi>c</mi> </msub> <msup> <mi>b</mi> <mo>&amp;prime;</mo> </msup> <msub> <mi>&amp;xi;</mi> <mn>3</mn> </msub> <mrow> <mo>(</mo> <mi>h</mi> <mo>-</mo> <msub> <mi>t</mi> <mrow> <mi>s</mi> <mi>p</mi> </mrow> </msub> <mo>-</mo> <mfrac> <msub> <mi>h</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>v</mi> </mrow> </msub> <mn>2</mn> </mfrac> <mo>)</mo> </mrow> <mi>&amp;beta;</mi> <mo>+</mo> <msup> <msub> <mi>f</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>&amp;prime;</mo> </msup> <msup> <msub> <mi>A</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <mo>&amp;prime;</mo> </msup> <mo>-</mo> <msub> <mi>E</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> <mrow> <mo>(</mo> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mn>3</mn> </mrow> </msub> <mo>+</mo> <mfrac> <msub> <mi>&amp;sigma;</mi> <mrow> <mi>p</mi> <mn>0</mn> </mrow> </msub> <msub> <mi>E</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> </mfrac> <mo>)</mo> </mrow> <msub> <mi>A</mi> <mrow> <mi>p</mi> <mi>y</mi> </mrow> </msub> <mo>-</mo> <msub> <mi>E</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mn>4</mn> </mrow> </msub> <msub> <mi>A</mi> <mrow> <mi>s</mi> <mi>y</mi> </mrow> </msub> </mrow> <mrow> <msub> <mi>E</mi> <mrow> <mi>s</mi> <mi>p</mi> </mrow> </msub> <msub> <mi>&amp;epsiv;</mi> <mrow> <mi>s</mi> <mi>p</mi> <mn>2</mn> </mrow> </msub> <mi>b</mi> <mo>+</mo> <mn>2</mn> <msub> <mi>f</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>y</mi> </mrow> </msub> <msub> <mi>h</mi> <mrow> <mi>s</mi> <mi>p</mi> <mi>w</mi> </mrow> </msub> </mrow> </mfrac> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>4</mn> <mo>-</mo> <mn>3</mn> <mo>)</mo> </mrow> <mo>;</mo> </mrow>
In formula (4-1), formula (4-2) and (4-3), α1For the compressive region concrete rectangular stress diagram of beam body after the reinforcing Stress value and the ratio of concrete axial compressive strength design load, fcBy reinforcing box beam (6) concrete axial compressive strength Design load and its unit are MPa, and β is the compressive region concrete rectangular stress diagram depth of compressive zone and neutrality of beam body after the reinforcing The ratio of axle height and β=0.8；EsyBy in reinforcing box beam (6) modulus of elasticity of set longitudinal tensile reinforcing bar (6-2) and its Unit is MPa；EpyBy the modulus of elasticity of set longitudinal prestressing reinforcing bar (3) and its unit is MPa in reinforcing box beam (6)； EspIt is MPa for the modulus of elasticity of bottom steel plate (1) or longitudinal direction side steel plate (2) and its unit；ApyIt is set to be reinforced box beam (6) The cross-sectional area of longitudinal prestressing reinforcing bar (3) and its unit are mm2；
In formula (4-1),Wherein εcuBy reinforcing box beam (6) compressive region coagulation Native compressive ultimate strain, σp0By 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；fpyTensile strength for longitudinal prestressing reinforcing bar (3) is set Evaluation and its unit are MPa；
To εsp1When being calculated, first according to formulaε is calculatedsp10；Judge again εsp10Whether it is more thanWhenWhen,Otherwise, εsp1=εsp10；WhereinOr h'=h； εspyFor the yield strain of bottom steel plate (1) or longitudinal direction side steel plate (2)；εi1The hysteresis of steel plate (1) at the bottom of during to consider that secondary loading influences Strain；fspyIt is MPa for the steel plate tensile strength design load of bottom steel plate (1) or longitudinal direction side steel plate (2) and its unit；
To εspw1When being calculated, first according to formulaIt is calculated εspw10；ε is judged againspw10Whether it is more thanWhenWhen,Otherwise, εspw1=εspw10；Wherein εi2 The hysteretic strain of longitudinal direction side steel plate (2) during to consider that secondary loading influences；
In formula (4-2),
To εs1When being calculated, first according to formulaε is calculateds10；ε is judged agains10 Whether it is more thanWhenWhen,Otherwise, εs1=εs10；
To εs2When being calculated, ε is judgeds10Whether it is more thanWhenWhen,Otherwise, εs2=εs10；
To εspw2When being calculated, first according to formula Calculate Go out εspw20；ε is judged againspw20Whether it is more thanWhenWhen,Otherwise, εspw2=εspw20；
In formula (4-3),
To εs3When being calculated, first according to formula Calculate Draw εs30；ε is judged agains30Whether it is more thanWhenWhen, Otherwise, εs3=εs30；
To εs4When being calculated, ε is judgeds30Whether it is more thanWhenWhen,Otherwise, εs4=εs30；
To εsp2When being calculated, first according to formula Calculate Draw εsp20；ε is judged againsp20Whether it is more thanWhenWhen,Otherwise, εsp2=εsp20；
Step 303, strengthening steel slab thickness and concrete thickness determine：Using the data processing equipment to tspAnd thnCarry out respectively It is determined that process is as follows：
Step 3031, overreinforced judge：The strengthening steel slab theoretical maximum thickness t being calculated in judgment step 302spmaxWhether it is less than tspm：Work as tspmax＜ tspmWhen, beam body is in overreinforced state after being judged as the now reinforcing, and enters step 3032；Otherwise, when tspmax≥tspmWhen, beam body is in non-overreinforced state after being judged as the now reinforcing, and enters step 3033；
Step 3032, parameter increase adjustment, comprise the following steps：
Judgement that step 30321, concrete thickness increase adjust and concrete thickness transfinites：By thnIncrease Δ thn, and to increase after ThnCarrying out concrete thickness transfinites judgement：T after increasehn＞ thnMWhen, it is judged as that concrete thickness transfinites, after increase ThnReducing △thn, and enter step 30322；Otherwise, t after increasehn≤thnMWhen, it is judged as that concrete thickness does not surpass Limit, and enter step 30323；
Wherein, Δ thn=15mm~25mm；thnMFor the lower concrete structure set in advance or the sidepiece concrete knot The maximum gauge of structure；
Step 30322, the increase adjustment of strengthening steel slab thickness：By tspIncrease Δ tsp, and enter step 30323；Wherein, Δ tsp= 1mm~3mm；
Step 30323, strengthening steel slab theoretical maximum THICKNESS CALCULATION and overreinforced judge：According to the method described in step 302, calculate Draw now strengthening steel slab theoretical maximum thickness tspmax, and judge tspmaxWhether t is less thanspm：Work as tspmax＜ tspmWhen, it is judged as Now beam body is in overreinforced state, return to step 30321 after the reinforcing；Otherwise, t is worked asspmax≥tspmWhen, it is judged as now institute Beam body is in non-overreinforced state after stating reinforcing, and enters step 3033；
Step 3033, anti-bending bearing capacity checking：Call anti-bending bearing capacity computing module and the data processing equipment according to formula According to formula
To the anti-bending bearing capacity M of beam body after the now reinforcinguCarry out Calculate, and the M that will be calculateduWith Mu' carry out difference comparsion：Work as Mu＜ Mu' when, return to step 3032；Otherwise, M is worked asu≥Mu′ When, complete concrete thickness and strengthening steel slab thickness determination process and export thnAnd tsp, enter back into step 304；Mu' it is after reinforcing The anti-bending bearing capacity design load of beam body；
In formula (5), x is the concrete compression area height of beam body after the reinforcing；ApyTo be reinforced longitudinal direction set by box beam (6) The cross-sectional area of deformed bar (3), AspFor the cross-sectional area and A of bottom steel plate (1)sp=btsp, AspwFor longitudinal direction side steel plate (2) cross-sectional area and Aspw=tsp·hspw；σpkFor the stress value of predetermined no-cohesive prestressed reinforcement (4), ApkFor institute State prestressing without bondn and the area of section of set no-cohesive prestressed reinforcement (4) in steel plate and concrete composite reinforcing construction； A is the prestressing without bondn and the center of gravity of set no-cohesive prestressed reinforcement (4) in steel plate and concrete composite reinforcing construction The distance between Resultant force of the interior tensile region longitudinal direction nonprestressed reinforcement of reinforced box beam (6) and longitudinal prestressing reinforcing bar (3) And
Wherein, σpkUnit be MPa, b, x and a unit are mm, Asp、AspwAnd ApkUnit be mm2；
Step 304, longitudinal direction side steel plate height determine with bottom steel plate width：With reference to the t exported in step 303spAnd thn, the data Processing equipment is calculated the width b of bottom steel plate (1) according to formula (1) and exports b；Meanwhile data processing equipment elder generation root The height h of beam body after the reinforcing is calculated according to formula (3), the height of longitudinal direction side steel plate (2) is calculated further according to formula (2) Spend hspwAnd export hspw。
2. according to the prestressing without bondn and steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 1, it is special Sign is：To described α in step 3021When being determined, when the strength grade of concrete of reinforced box beam (6) is no more than C50 When, α1=1；When the strength grade of concrete of reinforced box beam (6) is C80, α1=0.94；When the coagulation of reinforced box beam (6) During other grade of the native strength 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 carrying out anti-bending bearing capacity checking in step 3033, first to the prestressing without bondn and steel plate-concrete The quantity n of set no-cohesive prestressed reinforcement (4) is determined in composite reinforcement construction；
When being determined to the quantity n of no-cohesive prestressed reinforcement (4), according to formula(6) nothing, is calculated The quantity n of adhesive prestressed steel bar (4)；
In formula (5),Expression rounds up, σpFor the control stress for prestressing of predetermined no-cohesive prestressed reinforcement (4) Value, y are set in the neutral axis of beam body after the reinforcing and the prestressing without bondn and steel plate and concrete composite reinforcing construction Put the distance between center of gravity of no-cohesive prestressed reinforcement (4), apFor the section face of the single no-cohesive prestressed reinforcement (4) Product andWherein d0Diameter and its unit for no-cohesive prestressed reinforcement (4) are mm；M is is reinforced box beam (6) moment of flexure and M=kql that beam body section increases by deadweight increase2, wherein k by reinforcing box beam (6) bending moment coefficients, q By the beam body section of reinforcing box beam (6) produced because increasing the prestressing without bondn with steel plate and concrete composite reinforcing construction Line load, l by reinforcing box beam (6) calculating 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 carrying out anti-bending bearing capacity checking in step 3033, first to the prestressing without bondn and steel plate-concrete The quantity n of set no-cohesive prestressed reinforcement (4) is determined in composite reinforcement construction；
When being determined to the quantity n of no-cohesive prestressed reinforcement (4), process is as follows：
Step 3033-1, parameter initialization：N initial value is set using the parameter input unit, and n=2；
Step 3033-2, section turn moment is verified：According to formula M=kql2To the beam body section of now reinforced box beam (6) because of deadweight Increase and the moment M that increases is calculated, and by the M being calculated and n σp·apY carries out difference comparsion：As n σp· apDuring y >=M, complete no-cohesive prestressed reinforcement quantity determination process and export n；Otherwise, as n σp·apDuring y ＜ M, enter Enter step 3033-3；
Wherein k by reinforcing box beam (6) bending moment coefficients, q by reinforcing box beam (6) beam body section because increasing the soap-free emulsion polymeization Line load caused by prestressing force and steel plate and concrete composite reinforcing construction, l by reinforcing box beam (6) calculating across footpath；
Step 3033-3, deformed bar quantity increase adjustment：The quantity n of now no-cohesive prestressed reinforcement (4) is added 1；
Step 3033-4, section turn moment is verified：In step 3033-3 after deformed bar quantity increase adjustment, according to formula M= kql2The moment M increased by deadweight increase the beam body section of now reinforced box beam (6) calculates, and will be calculated M and n σp·apY carries out difference comparsion：As n σp·apDuring y >=M, complete no-cohesive prestressed reinforcement quantity and determine Process simultaneously exports n；Otherwise, as n σp·apDuring y ＜ M, return to 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：Width h in step 304 according to formula (2) to longitudinal direction side steel plate (2)spwWhen being calculated, it is calculated
To h in step 304spwBefore output, also need to call height of the longitudinal direction side steel plate width adjusting module to longitudinal direction side steel plate (2) Spend hspwAdjustment is optimized, process is as follows：
Step 3041, longitudinal direction side steel plate width reduce adjustment：By hspwReduce Δ hspw；Wherein, Δ hspw=45mm~55mm；
Step 3042, longitudinal direction side steel plate width threshold decision：After longitudinal direction side steel plate width reduces adjustment in step 3041, to hspw Size judged：WhenOr hspwDuring sinA ＜ 350mm, by hspwIncrease Δ hspw, complete longitudinal direction Side steel plate height adjustment process simultaneously exports hspw；Otherwise, into step 3043；
Step 3043, anti-bending bearing capacity checking：The anti-bending bearing capacity computing module is called, and according to formula (5) to step Longitudinal direction side steel plate width reduces the anti-bending bearing capacity M of beam body after the reinforcing after adjustment in 3041uCalculated, and will be calculated The M gone outuWith Mu' carry out difference comparsion：Work as Mu≥Mu' when, return to step 3041；Otherwise, M is worked asu＜ Mu' when, by hspwIncrease Δ hspw, complete longitudinal direction side steel plate width adjustment process and export hspw。
6. according to the prestressing without bondn and steel plate and concrete composite Design Method of Reinforcing of the box beam described in claim 5, it is special Sign is：When concrete thickness increase adjustment is carried out in step 30321, the data processing equipment calls numerical value increase adjustment mould Block makes thn=thn+Δthn；
When the increase adjustment of strengthening steel slab thickness is carried out in step 30322, the data processing equipment calls the numerical value increase to adjust Mould preparation block makes tsp=tsp+Δtsp；
When the reduction adjustment of longitudinal direction side steel plate width is carried out in step 3041, the data processing equipment calls the numerical value to reduce and adjusted Mould preparation block makes hspw=hspw-Δhspw；
By h in step 3042 and step 3043spwIncrease Δ hspwWhen, the data processing equipment calls the numerical value increase to adjust Mould preparation block makes hspw=hspw+Δhspw。
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：Anti-bending bearing capacity M in step 3033 according to formula (5) to beam body after the now reinforcinguCarry out calculating it Before, first according to the structural parameters for reinforcing box beam (6) determined in step 2 and now n, tsp、b、hspwAnd thnNumerical value, The position of the neutral axis of beam body after the now reinforcing is determined, and according to the position of the neutral axis of beam body after the reinforcing The concrete compression area height x of beam body after the now 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：T described in step 301spm=6mm, thnm=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：Reinforced in step 2 set longitudinal compressive reinforcement (6-1) in box beam (6) be respectively positioned in same level and as' vertical the distance between longitudinal compressive reinforcement (6-1) and the top plate top surface, reinforces set longitudinal direction in box beam (6) Tension reinforcement (6-2) is respectively positioned in same level；Longitudinal compressive reinforcement (6-1) and longitudinal tensile reinforcing bar (6-2) are respectively The both sides above and below the neutral axis of reinforced box beam (6)；
The quantity of longitudinal compressive reinforcement (6-1) is n1Road and its be respectively positioned in the top plate, n1Longitudinal compressive reinforcement described in road (6-1) is respectively positioned in same level；Asy' it is n1The cross-sectional area sum of longitudinal compressive reinforcement (6-1) described in road；Wherein, n1For positive integer；
The quantity of the longitudinal tensile reinforcing bar (6-2) is n2Road and its be respectively positioned in the bottom plate, n2Longitudinal tensile reinforcing bar described in road (6-2) is respectively positioned in same level；AsyFor n2The cross-sectional area sum of longitudinal tensile reinforcing bar (6-2) described in road；Wherein, n2 For positive integer；
The quantity of the longitudinal prestressing reinforcing bar (3) is n3Road and its be respectively positioned in the bottom plate, n3Longitudinal prestressing steel described in road Muscle (3) is respectively positioned in same level and it is respectively positioned on n2Above longitudinal tensile reinforcing bar (6-2) described in road；ApFor n3Indulged described in road To the cross-sectional area sum of 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：C described in step 3010=0.25.
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