CN105677962B - A kind of sled design optimization method - Google Patents
A kind of sled design optimization method Download PDFInfo
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- CN105677962B CN105677962B CN201610004247.XA CN201610004247A CN105677962B CN 105677962 B CN105677962 B CN 105677962B CN 201610004247 A CN201610004247 A CN 201610004247A CN 105677962 B CN105677962 B CN 105677962B
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Abstract
The present invention provides a kind of method of sled design optimization, includes the following steps：A, preparation process specifically includes the acquisition, sensitivity analysis and actual measurement bedding value of parameter；B, just intend slide plate size, specifically：According to the distance between design requirement selection slide plate concrete strength, the thickness of slide plate, adjacent anchor beam, the maximum allowable deflection of the specification of anchor beam and slide plate；C, the space beam gird method of slide plate is established；D, base stress checking computations and maximum deformation quantity checking computations；E, slide plate arrangement of reinforcement calculates, and obtains slide plate longeron arrangement of reinforcement specification and slide plate longeron arrangement of reinforcement specification.Grillage model is applied in the design of jacking construction middle slide plate by the present invention for the first time, and the internal force of anchor beam, Bars In Poured Concrete Slab is acquired by grillage model, the shortcoming by Experience Design slide plate can be made up according to existing specification arrangement of reinforcement, provide a kind of new sled design method；Entire design optimization method process is simplified, convenient for practice, conducive to promoting the use of.
Description
Technical field
The present invention relates to technical field of bridge construction, and in particular to a kind of sled design optimization method.
Background technology
Jacked frame bridge wears three-dimensional friendship because of the advantage for being not required to close traffic, at low cost, area occupied is small under highway
It pitches in engineering using increasingly wider.To give prefabricated and jacked frame bridge to provide work-yard, working pit need to be set and slide plate is interim
Structure).Slide plate is the slideway in jacking as working pit bottom plate, becomes one of important component in bridge construction.
Currently, jacked frame bridge design is relatively conservative to be substantially based on experience), it can not be according to geological conditions, frame bridge
Scale, execution conditions carry out targeted design.In Practical Project, slide plate generally uses cast-in-place integral slab, and in vertical jacking side
To setting anchor beam to increase slide plate stability against sliding, has the characteristics that apparent orthotropy plates in construction.
Invention content
Present invention aims at a kind of method of sled design optimization is provided, specific technical solution is as follows：
A kind of method of sled design optimization, includes the following steps：
A, preparation process specifically includes the acquisition, sensitivity analysis and actual measurement bedding value of parameter, the sensibility point
Analysis is specifically：The key parameter of sled design optimization is obtained according to susceptibility calculation formula, and according to the influence percentage of each parameter
Parameter more most sensitive than determination；The actual measurement bedding value is specifically：Bedding value value and ground are obtained according to relevant regulations and experience
Base allowable bearing value；
B, just intend slide plate size, specifically：The thickness, adjacent of slide plate concrete strength, slide plate is selected according to design requirement
The maximum allowable deflection of the distance between anchor beam, the specification of anchor beam and slide plate；
C, the space beam gird method of slide plate is established, specifically：According to the size of grillage model Theoretical Design slide plate longeron and virtual cross
The size of beam sets support conditions according to bedding value, beam lattice unit size, be calculated maximum deformation quantity that slide plate allows,
The design maximum moment and minimal design moment of slide plate longeron and the design maximum moment and minimum of slide plate crossbeam are set
Count moment；
D, base stress checking computations and maximum deformation quantity checking computations, specifically：According to bearing reaction is calculated, maximum is utilized
Base stress calculation formula obtains maximum base stress value, if maximum base stress value is less than or equal to allowable bearing capacity of foundation soil value,
Ground need not then be handled, otherwise need to handle ground；
According to maximum vertical deflection is calculated, if maximum vertical deflection is less than or equal to the maximum distortion that slide plate is allowed
Amount then just intends slide plate Sizes in the step B, otherwise unreasonable；It is carried out if slide plate Sizes in next step；If slide plate
Off size reason then changes return to step B after the value of most sensitive parameter；
E, slide plate arrangement of reinforcement calculates, specifically：The slide plate longeron for meeting ultimate limit states requirement is obtained by calculating
Arrangement of reinforcement specification and slide plate longeron arrangement of reinforcement specification.
It is preferred in above technical scheme, in step A acquisitions of parameter include acquisition slide plate crossbeam or longeron below
Parameter：
Compressive strength of concrete, concrete axial compressive strength, concrete axial tensile strength and concrete
Compressive ultimate strain；
Steel Bar Tensile Strength design value, reinforcing bar elasticity modulus, reinforcing bar compression strength design value and stirrup tensile strength are set
Evaluation；
The distance between moment-curvature relationship, shearing force design value, adjacent stirrup, rectangular section or trapezoid cross section, factor alpha1, be
Number β1, compressive region flange width and compressive region edge of a wing height.
In above technical scheme preferably, sensitivity analysis is specifically in the step A：
Susceptibility calculating formula is set as expression formula 1)：
In formula, xjFor j-th of design parameter, Δ xjFor parameter xjKnots modification；MiFor controlling sections internal force before parameter change
Value, Δ MiFor parameter xjValue changes Δ xjControlling sections internal force knots modification afterwards；M number of parameters in order to control, SjIndicate j-th of parameter
Susceptibility, j be participate in sensitivity analysis number of parameters；
The influence percentages formula 2 of each parameter) it is as follows：
In formula, N is affecting parameters number；
Obtain sled design key parameter be the plate thickness of slide plate, the thickness of anchor beam, slide plate modulus of elasticity of concrete and
The thickness of elastic bearing coefficient, middle slide plate is most sensitive parameter.
It is preferred in above technical scheme, in the step B：Slide plate concrete strength is C30；The thickness of slide plate is 20-
30mm；The maximum allowable deflection of slide plate is 5mm；The distance between adjacent anchor beam is 2-3m；The specification of anchor beam：Anchor beam height is
50-80cm, anchor beam width are 30-50cm.
Preferred in above technical scheme, the step C central sills lattice law theory is specifically：Take vertical jacking direction band anchor beam
For beam lattice longitudinal bar member, the division of slide plate beam lattice follows following factor：
Factor 1：The sum of beam lattice longitudinal bar member itself section bending resistance the moment of inertia is equal to global sections bending resistance the moment of inertia；
Factor 2：To ensure that load transmits, transverse bar member spacing is no more than longitudinal beam rib spacing；
Factor 3：Beam ensures orthogonal that crossbeam spacing is considered as the influence of slide plate leading edge oblique angles in length and breadth.
It is preferred in above technical scheme, maximum base stress calculation formula such as expression formula 3 in the step D)：
fa=Fs/Asoil3),
Wherein：faFor maximum base stress；Fs is that space beam gird method calculates gained maximal support counter-force；AsoilFor beam lattice unit
Node corresponds to ground contact area.
Preferred in above technical scheme, the slide plate longeron or calculation of beam detailed process are as follows：
E1, flexure arrangement of reinforcement calculate, and include the following steps：
E11, relative limit depth of compressive zone ξbCalculate, particular by expression formula 4) calculate relative limit depth of compressive zone
ξbValue,
ξb=β1/[1+fy/(Es×εcu)] 4),
Wherein：fyFor Steel Bar Tensile Strength design value, EsFor reinforcing bar elasticity modulus, εcuFor ultimate compressive strain of concrete；
E12, the edge of a wing are located at T shapes or I-shaped cross-section flexural member depth of compressive zone or Component in Single Rectangular Section by flanging
Or the edge of a wing is located at the T section flexural member depth of compressive zone calculating of tight side, specifically：Pass through expression formula 5) be calculated by
Curved compressive zone height x,
X=h0-[h0 2-2×M/(α1×fc×bf')]0.5Or
X=h0-[h0 2-2×M/(α1×fc×b)]0.55),
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' it is compressive region flange width, b is T shapes or rectangle
The width in section；
E13, beam bottom portion area of reinforcement AsCalculating, specifically：As x≤hf' when, should be b by widthf' rectangular section meter
Beam bottom portion area of reinforcement As is calculated, such as expression formula 6)：
As=α1×fc×bf'×x/fyEither As=α1×fc×b×x/fy6),
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' be compressive region flange width, x be flexural member by
Pressure area height, fyFor Steel Bar Tensile Strength design value；
E14, relative height of compression zone ξ, ratio of reinforcement ρ, minimum steel ratio ρminAnd minimum beam bottom portion area of reinforcement As,minMeter
Calculate, specifically use expression formula 7), 8), 9) and 10), it is as follows：
ξ=x/h07)；
ρ=As/(b×h0) 8)；
ρmin=Max { 0.20%, 0.45ft/fy} 9)；
As,min=b × h × ρmin10)；
Wherein, ftFor mixed mud axial tensile strength, AsFor the beam bottom portion area of reinforcement, b is the width of T shapes or rectangular section,
H is T shapes or the height of rectangular section, fyFor Steel Bar Tensile Strength design value.
E2, Beams Oblique Section Carrying Capacity calculate, and specifically include：
The calculating of E21, Beams Oblique Section Carrying Capacity V ' refer to expression formula 11),
V '=0.7 × ft×b×h011),
Wherein：ftFor mixed mud axial tensile strength, b is the width of T shapes or rectangular section；
When Beams Oblique Section Carrying Capacity is more than or equal to shearing force design value and T shapes or the height of rectangular section are more than 800mm,
Stirrup minimum diameter is 8mm, and maximum spacing is 400mm between adjacent stirrup, with hoop area by expression formula 12) it obtains
,
Asv,min=Dmin2×0.25×π×s/smax12),
Wherein：DminRefer to stirrup minimum diameter, smaxRefer to maximum spacing, s between adjacent stirrup and refers to the distance between adjacent stirrup.
The main thought of grillage model is：Superstructure is simulated with equivalent a plan grid or space frame, it will
The bending stiffness and torsional rigidity being dispersed in each section of board-like or box beam concentrate in closest equivalent beam grid, practical to tie
The longitudinal rigidity of structure concentrates in longitudinal beam lattice piece, and lateral stiffness then concentrates in transverse beam lattice piece, and boundary condition is then
Elastic foundation is simulated using Winker hypothesis, vertical support rigidity is that actual measurement bedding value Ks is corresponding with beam lattice cell node
Ground contact area Asoil。
Grillage model is applied in the design of jacking construction middle slide plate by the present invention for the first time, and anchor beam, cast-in-place is acquired by grillage model
The internal force of plate can make up the shortcoming by Experience Design slide plate, provide a kind of new sled design side according to existing specification arrangement of reinforcement
Method.
The present invention is theoretical with sensitivity analysis, is carried out to slide plate according to geological conditions, frame bridge scale, execution conditions etc.
Design, specify jacking construction middle slide plate design middle slide plate thickness be key parameter, concrete strength is minor parameter, set for slide plate
Meter points the direction, and improves the accuracy of sled design.
The present invention sketches sled design and provides practicable thinking, and acquires counter-force according to grillage model and verify whether needs
Basement process is carried out, the matching degree of slide plate and construction is improved, improves construction efficiency and construction quality.
The entire design optimization method process of the present invention is simplified, convenient for practice, conducive to promoting the use of.
Other than objects, features and advantages described above, the present invention also has other objects, features and advantages.
Below with reference to figure, the present invention is described in further detail.
Description of the drawings
The attached drawing constituted part of this application is used to provide further understanding of the present invention, schematic reality of the invention
Example and its explanation are applied for explaining the present invention, is not constituted improper limitations of the present invention.In the accompanying drawings：
Fig. 1 is the general arrangement of 1 working pit and slide plate of the embodiment of the present invention；
Fig. 2 is the space space beam gird method schematic diagram of Fig. 1 middle slide plates；
Fig. 3 is the partial view of Fig. 2 middle slide plates；
Wherein, 1, slide plate, 11, longeron, 12, virtual crossbeam, 2, backfill, 3, rear parados, 4, steel shield structure, 5, horizon.
Specific implementation mode
The embodiment of the present invention is described in detail below in conjunction with attached drawing, but the present invention can be limited according to claim
Fixed and covering multitude of different ways is implemented.
Embodiment 1：
For wearing long highway jacked frame bridge project under the western extensions in willow leaf main road, referring to Fig. 1, Details as Follows：
A kind of method of sled design optimization, includes the following steps：
Step A, preparation process, the acquisition, sensitivity analysis and actual measurement bedding value, parameter for specifically including parameter obtain
It takes and specifically obtains following parameter：
Compressive strength of concrete fcu,kFor 30N/mm2, concrete axial compressive strength fcFor 13.8N/mm2, coagulation
Native axial tensile strength ftFor 1.39N/mm2, ultimate compressive strain of concrete εcuIt is 0.0033；
Steel Bar Tensile Strength design value fyFor 300N/mm2, reinforcing bar elastic modulus EsFor 200000N/mm2, reinforcing bar pressure resistance
Spend design value fy'For 280N/mm2And stirrup tensile strength design value fyvFor 270N/mm2；
Moment-curvature relationship M is 108kNm, shearing force design value V is 90kN, the distance between adjacent stirrup s is 200mm, cuts
Face size b × h is T section when being 500mm × 900mm slide plate stringer designs) or 2460mm × 200mm slide plate crossbeams design when
For rectangular section), setting h0For 857.5mm slide plate stringer designs when) or 157.5mm while designing (slide plate crossbeam)；
Factor alpha1For 1.0, factor beta1For 0.8, compressive region flange width bf' it is 1500mm, compressive region edge of a wing height hf' be
200mm, wherein：B is cross-sectional width, and h is cross-sectional height；
The sensitivity analysis is specifically：The key parameter that sled design optimization is obtained according to susceptibility calculation formula is to slide
The plate thickness t of plate0, anchor beam thickness l0, slide plate modulus of elasticity of concrete EcAnd elastic bearing COEFFICIENT Kv, specifically：Setting is sensitive
Degree calculating formula is expression formula 1)：
In formula, xjFor j-th of design parameter, Δ xjFor parameter xjKnots modification；MiFor controlling sections internal force before parameter change
Value, Δ MiFor parameter xjValue changes Δ xjControlling sections internal force knots modification afterwards；M number of parameters in order to control, SjIndicate j-th of parameter
Susceptibility, j be participate in sensitivity analysis number of parameters；
The influence percentages formula 2 of each parameter) it is as follows：
In formula, N is affecting parameters number；
Analysis result such as table 1：
The prefabricated parameters sensitivity analysis for completing the moment of 1 jacked frame bridge of table
| Serial number | Parameter | Primary standard value | Susceptibility | Influence percentage/% |
| 1 | t0 | 30cm | 0.0495 | 34.8 |
| 2 | l0 | 50cm | 0.0384 | 27.0 |
| 3 | Ec | 3.0×107kN/m2 | 0.0196 | 13.8 |
| 4 | Kv | 3.96×105kN/m2 | 0.0347 | 24.4 |
As known from Table 1, the thickness of slide plate is maximum to slide plate stressing influence, is main control parameters, that is, most sensitive parameter), it is sliding
Board concrete elasticity modulus sensibility is more minimum, is minor parameter；In addition, increasing bedding value slide plate stress is become smaller, increases
Big slide plate thickness then causes slide plate stress to increase；
The actual measurement bedding value is specifically：It is specially foundation according to relevant regulations《Skyscraper geotechnical engineering investigation is advised
Journey》(JGJ 72-2004) annex H relevant regulations) and experience acquisition bedding value ksFor 6022kN/m4And ground allows to carry
Power [fa0] it is 140kPa；
Step B, just intend slide plate size, foundation《The cities and towns CJJ74-99 Subway Bridge jacking construction and control of acceptance》5.4.1
Article and the B.0.1 first quasi- slide plate size, it is however generally that, the smaller then slide plate thickness of bedding value is larger, and bedding value is larger, slides
Plate thickness is smaller；Just quasi- size includes mainly then the parameters such as anchor beam size, plate thickness, anchor beam spacing；Rule of thumb and correlation engineering
Example reports that it is 20cm that plate thickness, which can be intended to be 20-30cm slide plate minimum thickness)；It is 50cm- that anchor beam spacing, which takes 2m-3m, anchor beam height,
80cm；Anchor beam width is 30cm-50cm, is specifically herein：It is C30 to take slide plate concrete strength, and the thickness of slide plate is 30cm；It is sliding
The shape of plate is：Right-angled trapezium, and be thickness 30cm monolithic reinforced-concrete structures, refer to Fig. 1；For enhancing longitudinal slide and ground
Base frictional resistance, the distance between adjacent anchor beam are 2.5m；The maximum deformation quantity of sled design is 5mm；The specification of anchor beam：Anchor beam is high
Degree is 70cm, and anchor beam width is 50cm；To coordinate jacking, nose to be arranged to oblique, oblique angles are 63.881 °, and pre-
Stay 2m or so length as the place of assembled steel shield structure；
Step C, the space beam gird method of slide plate is established, grillage model theory is specifically：It is beam lattice to take vertical jacking direction band anchor beam
Longitudinal bar member, the division of slide plate beam lattice should consider following factor：
Factor 1：The sum of beam lattice longitudinal bar member itself section bending resistance the moment of inertia is equal to global sections bending resistance the moment of inertia；
Factor 2：To ensure that load transmits, transverse bar member spacing is no more than longitudinal beam rib spacing；
Factor 3：Beam should ensure that orthogonal in length and breadth, and crossbeam spacing is considered as the influence of slide plate leading edge oblique angles；
It is 2500mm × 300mm × 500mm × 700mm to take the size of the longeron 11 of slide plate, and the size of virtual crossbeam 12 is
2460mm × 300mm refers to Fig. 3；
Step D, base stress checking computations and maximum deformation quantity checking computations, specifically：It is maximum that gained is calculated according to space beam gird method
Bearing reaction obtains maximum base stress value by maximum base stress calculation formula, maximum base stress value is allowed with ground
The size of bearing capacity value judges whether to need to handle ground, specifically：
Maximum base stress calculation formula such as expression formula 3)：
fa=Fs/Asoil=562/ (2.5 × 2.46)=91.4kPa≤[fa0]=140kPa 3),
Wherein：faFor maximum base stress；Fs is that space beam gird method calculates gained maximal support counter-force；A is beam lattice unit section
The corresponding ground contact area of point；
Because maximum base stress is less than or equal to allowable bearing capacity of foundation soil, therefore ground is not required to be handled and if desired carries out ground
Base processing, then processing mode reference《Building foundation treatment technical specification》JGJ79-2012)；
It is 1.420mm that maximum vertical deflection, which is calculated, according to space beam gird method, because maximum vertical deflection is less than slide plate
The maximum deformation quantity 5mm allowed), therefore, the size design of slide plate is reasonable, still, remote in view of the maximum vertical deflection of slide plate
Less than the maximum deformation quantity that slide plate is allowed, slide plate thickness is partially thick, and directly another slide plate thickness is that 20cm other parameters are constant；Slide plate
Thickness selects basis《The cities and towns CJJ74-99 Subway Bridge jacking construction and control of acceptance》It provides that minimum value is chosen, it is general to choose rule
Take 20cm, 30cm, 35cm etc.), repeat carry out calculate analysis obtain：Maximum base stress variation is little, what slide plate was allowed
Maximum deformation quantity is that 1.375mm is less than the maximum deformation quantity allowed of slide plate), the design maximum moment of slide plate longeron be
108kNm and minimal design moment are 90kNm and the design maximum moment of slide plate crossbeam is 110kNm and minimum
Design moment value is that maximum deformation quantity, maximal bending moment and minimum moment of flexure are all made of calculating in the prior art to -131kNm herein
Method obtains), it is satisfied by requirement；
E, it is 20cm that slide plate arrangement of reinforcement, which calculates slide plate thickness at this time), detailed process is as follows：
Slide plate stringer designs：
E1, flexure arrangement of reinforcement calculate, and include the following steps：
E11, relative limit depth of compressive zone ξbCalculate, particular by expression formula 4) calculate relative limit depth of compressive zone
ξbValue, ξb1/ [1+f of=βy/(Es×εcu)]
=0.8/ [1+300/ (200000 × 0.0033)]=0.5500 4),
Wherein：fyFor Steel Bar Tensile Strength design value, EsFor reinforcing bar elasticity modulus, εcuFor ultimate compressive strain of concrete；
E12, the edge of a wing are located at T shapes or I-shaped cross-section flexural member depth of compressive zone x by flanging, it is known that As'=0mm2；
X=h0-[h0 2-2×M/(α1×fc×bf')]0.55),
X=857.5- [857.52-2×108000000/(1×13.8×2500)]0.5
=3.64mm≤ξb×h0=0.5500*857.5=472mm；
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' it is compressive region flange width；
E13, beam bottom portion area of reinforcement AsCalculating, specifically：As x≤hf'When, should be b by widthf' rectangular section meter
It calculates：
As=α1×fc×bf'×x/fy6),
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' it is compressive region flange width, x is flexural member compressive region
Highly, fyFor Steel Bar Tensile Strength design value；
As=1 × 13.8 × 2500 × 3.7/300=425.5mm2；
E14, relative height of compression zone ξ, ratio of reinforcement ρ, minimum steel ratio ρminAnd minimum beam bottom portion area of reinforcement As,minMeter
It calculates, Details as Follows：
Relative height of compression zone ξ=x/h07)；
ξ=3.7/857.5=0.0043≤ξb=0.5500；
Ratio of reinforcement ρ=As/(b×h0) 8)；
ρ=421/ (500 × 857.5)=0.098%；
Minimum steel ratio ρmin=Max { 0.20%, 0.45ft/fy} 9)；
ρmin=Max { 0.20%, 0.209% }=0.209%；
Minimum beam bottom portion area of reinforcement As,min=b × h × ρmin10)；
As,min=500 × 900 × 0.209%=940mm2；
Wherein, ftFor mixed mud axial tensile strength, AsFor the beam bottom portion area of reinforcement, b is the width of T shapes or rectangular section,
H is T shapes or the height of rectangular section, fyFor Steel Bar Tensile Strength design value；
E2, Beams Oblique Section Carrying Capacity calculate, and specifically include：
The calculating of E21, Beams Oblique Section Carrying Capacity V ' refer to expression formula 11),
V '=0.7 × ft×b×h011),
Wherein：ftFor mixed mud axial tensile strength, b is the width of T shapes or rectangular section；V '=0.7 × ft×b×h0
=0.7 × 1390 × 0.5 × 0.8575=417.2kN；
As Beams Oblique Section Carrying Capacity 417.2kN) it is more than or equal to shearing force design value 90kN) and the height h=of T shapes or rectangular section
When 900mm) being more than 800mm, stirrup minimum diameter is 8mm, and maximum spacing is 400mm between adjacent stirrup；
With hoop area by expression formula 12) it obtains, Asv,min=Dmin 2×0.25×π×s/smax12)；
Asv,min=82× 0.25 × π × 200/400=25mm2, wherein：DminRefer to stirrup minimum diameter, smaxRefer to adjacent hoop
Maximum spacing, s refer to the distance between adjacent stirrup between muscle.
General flexural member, Shear bearing capacity are calculated according to the following formula：
V≤αcv×ft×b×h0+fyv×Asv/s×h0
Rv=0.7 × ft×b×h0=0.7 × 1390 × 0.5 × 0.8575=417.2kN >=V=90.0kN, it is only necessary to press
Construction is with hoop, i.e. Asv,min=25mm2, stirrup minimum diameter φ 8, maximum spacing 400mm.
Slide plate crossbeam designs：
E1, flexure arrangement of reinforcement calculate, and include the following steps：
E11, relative limit depth of compressive zone ξbIt calculates, it is high to calculate relative limit compressive region particular by following expression
Spend ξbValue, ξb1/ [1+f of=βy/(Es×εcu)]
=0.8/ [1+300/ (200000 × 0.0033)]=0.5500 4),
Wherein：fyFor Steel Bar Tensile Strength design value, EsFor reinforcing bar elasticity modulus, εcuFor ultimate compressive strain of concrete；
E12, Component in Single Rectangular Section or the edge of a wing are located at the T section flexural member depth of compressive zone x of tight side,
X=h0-[h0 2-2×M/(α1×fc×b)]0.5 5)
X=157.5- [157.52-2×131000000/(1×13.8×2468)]0.5
=26.65mm≤ξb×h0=0.5500 × 157.5=87mm；
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' it is compressive region flange width；
E13, beam bottom portion area of reinforcement AsCalculating, specifically：It is calculated by following expression,
As=α1×fc×b×x/fy, wherein：α1For coefficient, fcFor mixed mud axial compressive strength, b is surface member width, x
For flexural member depth of compressive zone, fyFor Steel Bar Tensile Strength design value；
As=1 × 13.8 × 2468 × 21.7/300=2464mm2；
E14, relative height of compression zone ξ, ratio of reinforcement ρ, minimum steel ratio ρminAnd minimum beam bottom portion area of reinforcement As,minMeter
It calculates, Details as Follows：
Relative height of compression zone ξ=x/h07)；
ξ=26.65/157.5=0.169≤ξb=0.5500；
Ratio of reinforcement ρ=As/(b×h0) 8)；
ρ=2464/ (2468 × 157.5)=0.634%；
Minimum steel ratio ρmin=Max { 0.20%, 0.45ft/fy} 9)；
ρmin=Max { 0.20%, 0.209% }=0.209%；
Minimum beam bottom portion area of reinforcement As,min=b × h × ρmin10)；
As,min=2468 × 200 × 0.209%=1031mm2；
Wherein, ftFor mixed mud axial tensile strength, AsFor the beam bottom portion area of reinforcement, b is the width of T shapes or rectangular section,
H is T shapes or the height of rectangular section, fyFor Steel Bar Tensile Strength design value；
E2, Beams Oblique Section Carrying Capacity calculate, and specifically include：
The calculating of E21, Beams Oblique Section Carrying Capacity V ' refer to expression formula 11),
V '=0.7 × ft×b×h011),
Wherein：ftFor mixed mud axial tensile strength, b is the width of T shapes or rectangular section；
V '=0.7 × ft×b×h0=0.7 × 1390 × 2.46 × 0.1575=377.0kN；
As Beams Oblique Section Carrying Capacity V '=377.0kN) it is more than or equal to shearing force design value 90kN) and the height of T shapes or rectangular section
Spend h=200mm) when being more than 300mm, stirrup minimum diameter is 6mm, and maximum spacing is 200mm between adjacent stirrup；
With hoop area by expression formula 12) it obtains, Asv,min=Dmin 2×0.25×π×s/smax12)；
Asv,min=62× 0.25 × π × 200/200=28mm2, wherein：DminRefer to stirrup minimum diameter, smaxRefer to adjacent hoop
Maximum spacing, s refer to the distance between adjacent stirrup between muscle.
General flexural member, Shear bearing capacity are calculated according to the following formula：
V≤αcv×ft×b×h0+fyv×Asv/s×h0
Rv=0.7 × ft×b×h0=0.7 × 1390 × 2.46 × 0.1575=377.0kN >=V=90.0kN, it is only necessary to press
Construction is with hoop, i.e. Asv,min=28mm2, stirrup minimum diameter φ 6, maximum spacing 200mm.
Known to through this embodiment：Overly conservative by design experiences progress sled design, slide plate thickness is partially thick, this implementation
Example uses the slide plate of 20cm, compared with the prior art：Concrete amount surpasses 33.3%, and amount of reinforcement surpasses 36.3%, herein slide plate
The algorithm of the dosage of middle concrete and reinforcing bar is with reference to the prior art.Current left width slide plate is constructed according to 20cm thickness, longeron
The specification of arrangement of reinforcement：(1) longeron arrangement of reinforcement：3, a diameter of 25mm, rectangular section As are 1472mm2；(2) crossbeam arrangement of reinforcement：It is a diameter of
10mm, spacing 100mm, rectangular section As are 1931mm2.Current three frame bridge sections of having constructed, slide plate change without exception
Shape.
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field
For art personnel, the invention may be variously modified and varied.All within the spirits and principles of the present invention, any made by repair
Change, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (7)
1. a kind of method of sled design optimization, which is characterized in that include the following steps：
A, preparation process specifically includes the acquisition, sensitivity analysis and actual measurement bedding value of parameter, the sensitivity analysis tool
Body is：The key parameter of sled design optimization is obtained according to susceptibility calculation formula, and true according to the influence percentage of each parameter
Fixed most sensitive parameter；The actual measurement bedding value is specifically：Bedding value value is obtained according to relevant regulations and experience and ground holds
Perhaps bearing capacity value；
B, just intend slide plate size, specifically：Slide plate concrete strength, the thickness of slide plate, adjacent anchor beam are selected according to design requirement
The distance between, the maximum allowable deflection of the specification of anchor beam and slide plate；
C, the space beam gird method of slide plate is established, specifically：According to the size of grillage model Theoretical Design slide plate longeron and virtual crossbeam
Size sets support conditions according to bedding value, beam lattice unit size, maximum deformation quantity, the slide plate that slide plate is allowed is calculated
The design maximum moment and minimal design moment of longeron and the design maximum moment and minimal design of slide plate crossbeam are curved
Square value；
D, base stress checking computations and maximum deformation quantity checking computations, specifically：According to bearing reaction is calculated, maximum substrate is utilized
Stress calculation formula obtains maximum base stress value, if maximum base stress value is less than or equal to allowable bearing capacity of foundation soil value, no
It needs to handle ground, otherwise needs to handle ground；
According to maximum vertical deflection is calculated, if maximum vertical deflection is less than or equal to the maximum deformation quantity that slide plate is allowed,
Then just intend slide plate Sizes in the step B, it is otherwise unreasonable；It is carried out if just intending slide plate Sizes in the step B
In next step；If the off size reason of step B middle slide plates, changes return to step B after the value of most sensitive parameter；
E, slide plate arrangement of reinforcement calculates, and obtains slide plate longeron arrangement of reinforcement specification and slide plate longeron arrangement of reinforcement specification.
2. the method for sled design optimization according to claim 1, which is characterized in that the acquisition of parameter in the step A
Following parameter including obtaining slide plate crossbeam or slide plate longeron：
Compressive strength of concrete, concrete axial compressive strength, concrete axial tensile strength and the concrete limit
Compressive strain；
Steel Bar Tensile Strength design value, reinforcing bar elasticity modulus, reinforcing bar compression strength design value and stirrup tensile strength design value；
The distance between moment-curvature relationship, shearing force design value, adjacent stirrup, rectangular section or trapezoid cross section, factor alpha1, factor beta1、
Compressive region flange width and compressive region edge of a wing height.
3. the method for sled design optimization according to claim 1, which is characterized in that sensitivity analysis in the step A
Specifically：
Susceptibility calculating formula is set as expression formula 1)：
In formula, xjFor j-th of design parameter, △ xjFor parameter xjKnots modification；MiFor force value in controlling sections before parameter change, △
MiFor parameter xjValue changes △ xjControlling sections internal force knots modification afterwards；M number of parameters in order to control, SjIndicate the sensitivity of j-th of parameter
Degree, j are the number of parameters for participating in sensitivity analysis；
The influence percentages formula 2 of each parameter) it is as follows：
In formula, N is affecting parameters number；
The key parameter for obtaining sled design is the plate thickness of slide plate, the thickness of anchor beam, slide plate modulus of elasticity of concrete and elasticity
The thickness of bearing factor, middle slide plate is most sensitive parameter.
4. the method for sled design optimization according to claim 1, which is characterized in that in the step B：Slide plate concrete
Intensity is C30；The thickness of slide plate is 20-30mm；The maximum allowable deflection of slide plate is 5mm；The distance between adjacent anchor beam is
2-3m；The specification of anchor beam：Anchor beam height is 50-80cm, and anchor beam width is 30-50cm.
5. the method for sled design optimization according to claim 1, which is characterized in that the step C central sills lattice law theory
Specifically：It is beam lattice longitudinal bar member to take vertical jacking direction band anchor beam, and the division of slide plate beam lattice follows following factor：
Factor 1：The sum of beam lattice longitudinal bar member itself section bending resistance the moment of inertia is equal to global sections bending resistance the moment of inertia；
Factor 2：To ensure that load transmits, transverse bar member spacing is no more than longitudinal beam rib spacing；
Factor 3：Beam ensures orthogonal that crossbeam spacing is considered as the influence of slide plate leading edge oblique angles in length and breadth.
6. the method for sled design optimization according to claim 1, which is characterized in that maximum substrate is answered in the step D
Power calculation formula such as expression formula 3)：
fa=Fs/Asoil3),
Wherein：faFor maximum base stress；Fs is that space beam gird method calculates gained maximal support counter-force；AsoilFor beam lattice cell node
Corresponding ground contact area.
7. the method for sled design optimization according to claim 1, which is characterized in that
The slide plate longeron or calculation of beam detailed process are as follows：
E1, flexure arrangement of reinforcement calculate, and include the following steps：
E11, relative limit depth of compressive zone ξbCalculate, particular by expression formula 4) calculate relative limit depth of compressive zone ξb's
Value,
ξb=β1/[1+fy/(Es×εcu)] 4),
Wherein：fyFor Steel Bar Tensile Strength design value, EsFor reinforcing bar elasticity modulus, εcuFor ultimate compressive strain of concrete；
E12, the edge of a wing are located at T shapes or I-shaped cross-section flexural member depth of compressive zone or Component in Single Rectangular Section or the wing by flanging
The T section flexural member depth of compressive zone that edge is located at tight side calculates, specifically：Pass through expression formula 5) it is calculated by curved structure
Part depth of compressive zone x,
X=h0-[h0 2-2×M/(α1×fc×bf')]0.5Or
X=h0-[h0 2-2×M/(α1×fc×b)]0.55),
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' it is compressive region flange width, b is T shapes or rectangular section
Width；
E13, beam bottom portion area of reinforcement AsCalculating, specifically：As x≤hf' when, it is b by widthf' rectangular section calculate beam bottom
Portion area of reinforcement As, such as expression formula 6)：
As=α1×fc×bf'×x/fyEither As=α1×fc×b×x/fy6),
Wherein：α1For coefficient, fcFor mixed mud axial compressive strength, bf' it is compressive region flange width, x is flexural member compressive region
Highly, fyFor Steel Bar Tensile Strength design value；
E14, relative height of compression zone ξ, ratio of reinforcement ρ, minimum steel ratio ρminAnd minimum beam bottom portion area of reinforcement As,minIt calculates,
Specifically use expression formula 7), 8), 9) and 10), it is as follows：
ξ=x/h07)；
ρ=As/(b×h0) 8)；
ρmin=Max { 0.20%, 0.45ft/fy} 9)；
As,min=b × h × ρmin10)；
Wherein, ftFor mixed mud axial tensile strength, AsFor the beam bottom portion area of reinforcement, b is the width of T shapes or rectangular section, h T
Shape or the height of rectangular section, fyFor Steel Bar Tensile Strength design value；
E2, Beams Oblique Section Carrying Capacity calculate, and specifically include：
The calculating of E21, Beams Oblique Section Carrying Capacity V ' refer to expression formula 11),
V '=0.7 × ft×b×h011),
Wherein：ftFor mixed mud axial tensile strength, b is the width of T shapes or rectangular section；
When Beams Oblique Section Carrying Capacity is more than or equal to shearing force design value and T shapes or the height of rectangular section are more than 800mm, stirrup is minimum
A diameter of 8mm, maximum spacing is 400mm between adjacent stirrup, with hoop area by expression formula 12) it obtains, Asv,min=Dmin 2×
0.25×π×s/smax12),
Wherein：DminRefer to stirrup minimum diameter, smaxRefer to maximum spacing, s between adjacent stirrup and refers to the distance between adjacent stirrup.
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| 猛洞河大桥斜拉扣挂方案的确定与优化;董创文等;《公路交通科技》;20120531;第29卷(第5期);62-69 * |
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