CN102154978A - Oblique section bending calculation system of pre-tensioned plate girder bridge - Google Patents
Oblique section bending calculation system of pre-tensioned plate girder bridge Download PDFInfo
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Abstract
The invention discloses an oblique section bending calculation system of a pre-tensioned plate girder bridge, and relates to the technical field of highway bridge structure calculation and analysis. A data input module inputs various data to a computer; a data check module checks the completeness and the logic of the various input data; if all the input data are accurate, a calculation module calculates the various input data; if the various input data are incomplete or wrong, an error prompt module prompts error information; a modification module modifies the various input data according to the prompted error information till no error information; the calculation module calculates the length of horizontal projection, the value of shear combined design, the height of a pressed zone and bending bearing capacity of an oblique section according to the various input data; and a data output module outputs calculation result forms, result graphs and calculation sheets. The calculation efficiency of the plate girder bridge is improved; and calculation of multiple sections can be performed on a girder body at the same time.
Description
Technical field
The present invention relates to highway bridge structural calculation analysis technical field, the sloping section flexural calculation system of plate girder bridge is opened by particularly a kind of elder generation.
Background technology
Sloping section flexural strength bearing capacity in the bridge engineering design mainly adopts construction measure to guarantee, but for the pre-tensioned prestressing structure, not accordingly about the regulation of structure aspect, therefore must calculate in the bridge standard.Owing to lack the corresponding calculated analysis software, can only carry out hand computation according to the general formula in the standard.In the flexural calculation of sloping section, at first to determine position, worst sloping section, bottom-up sloping section along the several different angles of oblique calculating, worst sloping section horizontal projection length is determined in tentative calculation, this process is very loaded down with trivial details, make mistakes easily and efficient very low.
Summary of the invention
In order to increase work efficiency, reduce error rate, the invention provides the sloping section flexural calculation system that plate girder bridge is opened by a kind of elder generation, see for details hereinafter and describe:
The sloping section flexural calculation system of plate girder bridge is opened by a kind of elder generation, and described sloping section flexural calculation system comprises: data input module, computer, data review module, computing module, miscue module, modified module and data outputting module;
In described computer, import every data by described data input module; Described data review module carries out data integrity and logicality inspection to described every data of input; If described every data of all inputs are all correct, then described every data of input are calculated by described computing module; If described every data of input are imperfect or wrong, then carry out the prompting of error message by described miscue module; Described modified module is revised described every data of importing according to the described error message of prompting, until no longer including described error message; Described computing module calculates value, depth of compression zone and the sloping section anti-bending bearing capacity that obtains horizontal projection length, shearing modular design according to described every data of input; By described data outputting module output result of calculation form, figure and calculated description as a result.
Described every data specifically comprise: structure collectivity information, plain bars information, prestressed reinforcement and the structural internal force of opening plate-girder earlier.
The sloping section flexural calculation system that plate girder bridge is opened by described elder generation also comprises: sliding block,
Check error message by spurring described sliding block.
The sloping section flexural calculation system that plate girder bridge is opened by described elder generation also comprises: preserve module,
By described preservation module described error message is saved as txt file.
When described every data of input still had grave error, described computing module stopped computing automatically, and described miscue module is carried out the prompting of described error message, and the user makes amendment to described every data by described modified module.
The sloping section flexural calculation system that plate girder bridge is opened by described elder generation also comprises: removing module,
By described removing module data presented in the described result of calculation form is deleted.
The beneficial effect of technical scheme provided by the invention is:
The invention provides a kind of elder generation and open the sloping section flexural calculation system of plate girder bridge, open the sloping section flexural calculation system of plate girder bridge earlier by this, only need the necessary information of input, just can calculate the sloping section flexural strength of opening plate girder bridge earlier, whole process is very convenient, quick, can greatly improve the computational efficiency of plate girder bridge, reduce error rate; And can carry out the calculating of a plurality of sections to a beam body simultaneously, the quantity of section can be adjusted as required, satisfies the needs in the practical application; Because whether the sloping section flexural strength is calculated near the main anchorage length of tensile region longitudinal reinforcement beam-ends of investigating and is met the demands, therefore needn't calculate in the span centre zone, the concept nature mistake takes place in order to prevent that the user from filling in data in the sloping section flexural calculation system that plate girder bridge is opened by this elder generation in the process, by data review module with the sloping section flexural strength of plate-girder check computer capacity be limited in partly stride within, if the calculating location of filling in surpasses the half-bridge span, the sloping section flexural calculation system of then opening plate girder bridge earlier will stop calculating, but part as calculated still can normally be presented at the data output area; The sloping section flexural calculation system of this elder generation plate girder bridge is applicable to the sloping section flexural strength calculating of the pretensioning prestressed concrete plate girder bridge of linear arrangement of reinforcement, and can calculate does not have the ordinary reinforced concrete of bent-up bar plate girder bridge structure yet.
Description of drawings
Fig. 1 opens the structural representation of the sloping section flexural calculation system of plate girder bridge for elder generation provided by the invention;
Fig. 2 opens another structural representation of the sloping section flexural calculation system of plate girder bridge for elder generation provided by the invention;
Fig. 3 opens another structural representation of the sloping section flexural calculation system of plate girder bridge for elder generation provided by the invention;
Fig. 4 is a data checks result of information output schematic diagram provided by the invention;
Fig. 5 exports schematic diagram for the result of moment of flexure provided by the invention-drag figure;
Fig. 6 exports schematic diagram for the result of calculated description provided by the invention;
Fig. 7 is the schematic diagram of sectional dimension provided by the invention and reinforcement placement;
Fig. 8 is another schematic diagram of sectional dimension provided by the invention and reinforcement placement.
The specific embodiment
For making the purpose, technical solutions and advantages of the present invention clearer, embodiment of the present invention is described further in detail below in conjunction with accompanying drawing.
In order to increase work efficiency, reduce error rate, the sloping section flexural calculation system that the embodiment of the invention provides a kind of elder generation to open plate girder bridge, referring to Fig. 1, Fig. 2, Fig. 3 and Fig. 4, see for details hereinafter and describe:
Referring to Fig. 1, the sloping section flexural calculation system that plate girder bridge is opened by this elder generation comprises: data input module, computer, data review module, computing module, miscue module, modified module and data outputting module;
In computer, import every data by data input module; Data review module carries out data integrity and logicality inspection to every data of input; If every data of all inputs are all correct, then every data of input are calculated by computing module; If every data of input are imperfect or wrong, then carry out the prompting of error message by the miscue module; Modified module is revised every data of importing according to the error message of prompting, until no longer including error message; Computing module calculates value, depth of compression zone and the sloping section anti-bending bearing capacity that obtains horizontal projection length, shearing modular design according to every data of input; By data outputting module output result of calculation form, figure and calculated description as a result.
Wherein, every data of input specifically comprise: structure collectivity information, plain bars information, prestressed reinforcement and the structural internal force of opening plate-girder earlier.Wherein, the structure collectivity information of elder generation's plate-girder comprises: the appearance and size of slab and girder, vertical plain bars and calculating sectional position information are opened in input earlier; Prestressed reinforcement comprises: information such as the starting point of prestressed reinforcement, radical, diameter, area and tensile strength; Plain bars information comprises: information such as the distribution situation of stirrup, stirrup spacing, limb number, stirrup diameter and tension design strength; Structural internal force comprises: open the maximal bending moment of diverse location on the vertical bridge direction of plate-girder and the shearing of maximal bending moment correspondence earlier.
Wherein, the miscue module is carried out the prompting of error message, error message comprises: two kinds of warning and mistakes, expression data entry error in various degree wherein, is warned expression: though the data of input have problem respectively, but still can call in computing module and finish whole evaluation works, the user should carry out corresponding modification according to prompting, to guarantee the correct of result, for example: " warning: the stirrup starting point has surpassed beam length! "; Misrepresentation: misrepresentation: the data of input have serious problems, can't finish whole evaluation works, the user must make amendment, until the mistake of eliminating all these classes, just can carry out complete calculating, for example: " mistake: calculating location should not surpass span centre! Please check data and modification ... ".
Further, when error message is a lot, check error message for convenience, referring to Fig. 2, the sloping section flexural calculation system that plate girder bridge is opened by this elder generation also comprises: sliding block, check error message by the pulling sliding block.
Further, revise data for convenience, referring to Fig. 3, the sloping section flexural calculation system that plate girder bridge is opened by this elder generation also comprises: preserve module, by preserving module error message is saved as txt file.
When computing module carries out sloping section anti-bending bearing capacity calculating, referring to Fig. 4, data review module can carry out further data checks, when every data of input still have grave error, computing module stops computing automatically, the miscue module is carried out the prompting of error message, and the user makes amendment to data by modified module.By data review module with the sloping section flexural strength of plate-girder check computer capacity be limited in partly stride within, if the calculating location of input surpasses the half-bridge span, the sloping section flexural calculation system that then should open plate girder bridge earlier will stop calculating, but part as calculated still can normally be presented at the data output area.
Further, result of calculation data presented before with good grounds in the result of calculation form, for fear of misleading the user, the sloping section flexural calculation system that plate girder bridge is opened by this elder generation also comprises: removing module, by removing module data presented in the result of calculation form is deleted.
The result of calculation form has provided at each calculating location whether satisfy the actual estimate of situation that requires.
Figure is specially moment of flexure-drag figure as a result, and referring to Fig. 5, this moment of flexure-drag figure draws out with broken line form with structure moment of flexure (Md) and structure reactance (Mr), has made things convenient for the user in the practical application relatively, can judge result of calculation intuitively.
Calculated description is specially text-only file (txt) form, and referring to Fig. 6, this calculated description has comprised the calculated case of the basic document and each section that calculate plate-girder.
In order to verify the feasibility of opening the sloping section flexural calculation system of plate girder bridge earlier, carry out a simple test below, see for details hereinafter and describe:
Calculating is chosen certain bridge and is opened plate-girder earlier, deck-molding 0.6m, and beam length 9.9m, concrete arrangement of reinforcement and size are referring to Fig. 7 and Fig. 8, and wherein 1,2, No. 3 muscle is Φ
s(15.2 7 Φ 5) prestressed reinforcement, it is as shown in table 1 that it isolates length:
Table 1
| Numbering | Isolate length | Radical |
| 1 | 0cm | 5 |
| 2 | 50cm | 3 |
| 3 | |
4 |
Choosing following 5 cross sections checks:
First cross section: apart from beam-ends 50cm, No. 2 presstressed reinforcing steel isolation place;
Second cross section: apart from beam-ends 150cm, No. 3 presstressed reinforcing steel isolation place;
The 3rd cross section: apart from beam-ends 170cm, after 1,2, No. 3 presstressed reinforcing steel distance piece, within No. 1 presstressed reinforcing steel anchorage length;
The 4th cross section: apart from beam-ends 200cm, after 1,2, No. 3 presstressed reinforcing steel distance piece, outside No. 1 presstressed reinforcing steel anchorage length;
The 5th cross section: apart from beam-ends 85cm, stirrup spacing variation place.
Material properties in the calculating and hypothesis are handled:
Press cross section with single reinforcement and consider, do not consider the pressure zone reinforcing bar; The pressure zone width is pressed 82cm and is calculated; HRB335 reinforcing bar f
Sd=f
Sd'=280Mpa, C50 concrete f
Cd=22.4MPa f
Td=1.83MPa, prestressed reinforcement f
Pd=1260MPa.
Prestressing force is opened plate-girder internal force earlier
This internal force of opening plate-girder earlier uses the bridge doctor to calculate, and the bending resistance of written calculation sloping section is adopted identical internal force with the sloping section flexural calculation system-computed that plate girder bridge is opened in use earlier, and the internal force of beam is as shown in table 2:
Table 2
| Apart from the beam-ends distance | Shearing | Moment of flexure | Apart from the beam-ends distance | Shearing | Moment of flexure |
| 0 | 0 | 0 | 2.52 | 175.078 | 434.571 |
| 0.12 | -3.038 | -0.182 | 2.62 | 170.68 | 446.606 |
| 0.22 | -5.57 | -0.613 | 2.72 | 166.296 | 458.082 |
| 0.23 | 384.865 | -1.001 | 2.82 | 161.91 | 469 |
| 0.32 | 373.649 | 32.917 | 2.92 | 157.539 | 479.362 |
| 0.42 | 362.485 | 65.139 | 3.02 | 153.164 | 489.171 |
| 0.52 | 351.457 | 95.701 | 3.03 | 153.146 | 489.127 |
| 0.62 | 341.006 | 124.656 | 3.12 | 148.806 | 498.427 |
| 0.72 | 330.69 | 152.068 | 3.22 | 144.442 | 507.132 |
| 0.82 | 320.508 | 177.965 | 3.32 | 140.096 | 515.289 |
| 0.92 | 310.458 | 202.389 | 3.42 | 135.744 | 522.899 |
| 1.02 | 300.544 | 225.366 | 3.52 | 131.411 | 529.964 |
| 1.12 | 290.759 | 246.94 | 3.62 | 127.07 | 536.486 |
| 1.22 | 281.111 | 267.137 | 3.72 | 122.75 | 542.467 |
| 1.32 | 271.588 | 285.998 | 3.82 | 118.421 | 547.908 |
| 1.42 | 262.204 | 303.55 | 3.92 | 114.113 | 552.811 |
| 1.52 | 252.942 | 319.833 | 4.02 | 109.795 | 557.178 |
| 1.62 | 243.821 | 334.876 | 4.03 | 109.788 | 557.122 |
| 1.72 | 234.817 | 348.714 | 4.12 | 105.499 | 561.011 |
| 1.82 | 225.957 | 361.382 | 4.22 | 101.205 | 564.311 |
| 1.92 | 217.21 | 372.909 | 4.32 | 96.91 | 567.081 |
| 2.02 | 208.609 | 383.334 | 4.42 | 92.628 | 569.322 |
| 2.12 | 200.116 | 392.679 | 4.52 | 88.345 | 571.036 |
| 2.22 | 191.772 | 400.992 | 4.62 | 84.075 | 572.225 |
| 2.32 | 184.213 | 409.453 | 4.72 | 79.803 | 572.891 |
| 2.42 | 179.474 | 422.002 | 4.82 | 75.547 | 573.035 |
Each cross section double calculation situation
Cross section 1 (apart from beam-ends 50cm)
At first calculate the sloping section projected length, according to formula:
λ
0V
d＝∑f
sdA
sdsinθ
s+∑f
pbA
pbsinθ
p+∑f
svA
sv
The shearing of calculation level the most in the initial value substitution formula, is calculated sloping section projected length C, in the shear value substitution formula of distance calculation level C, calculate a new C value again, iteration is up to the C value stabilization.
Written calculation C value: 0.437756, this opens the sloping section flexural calculation system-computed C value of plate girder bridge earlier: 0.437681 error is fully because the iteration precision difference.
Calculate depth of compression zone, according to formula:
f
sdA
s+f
pdA
p＝f
cdbx
B gets 0.82m in the formula, and this cross section has only No. 15 presstressed reinforcing steels to pass through A
p=687.225mm
2, A
s=2945.243mm
2, the anchorage length that prestressed reinforcement is brought into play intensity fully is 120d, that is: 15.2 * 120=1824mm, and this No. 1 muscle end of cross-sectional distance 50cm then at No. 1 rigidity of soft tissues degree in this position is: f
PdCalculate in=0.5/1.824*1260=345.395Mp substitution the formula: x=57.81974mm, this sloping section flexural calculation system-computed of opening plate girder bridge earlier is: x=57.81968mm, error can be ignored.
The anti-bending bearing capacity of sloping section is made up of three parts, calculates respectively:
First: the resistance that plain bars provides:
M
General=f
SdA
sZ
s
Plain bars is apart from cross section outer rim 5.5cm, then Z
s=60-5.5-x/2=51.609cm, substitution has: M
General=425.603kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
General=425.603kNm, in full accord.
Second portion: the resistance that prestressed reinforcement provides:
M
In advance=f
PdA
pZ
p
Presstressed reinforcing steel has only No. 1 here, apart from cross section outer rim 5.5cm, then Z
p=60-5.5-x/2=51.609cm, substitution has: M
In advance=122.5017kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
In advance=122.5012kNm, error can be ignored.
Third part: the resistance that stirrup provides:
M
Hoop=∑ f
SaA
Sv
Have 4 pairs of stirrups in this sloping section projected length scope, be respectively apart from sloping section right-hand member distance: 8.7756cm, 18.7756cm, 28.7756cm and 38.7756cm calculate M
Hoop=81.9844kNm; Open the sloping section flexural calculation system-computed M of plate girder bridge earlier
Hoop=80.9125kNm, error 1.3% between the two, and this is owing to the position of stirrup in the sloping section flexural calculation system of opening plate girder bridge earlier can not accurately be determined, causes with the even distributed force replacement.The final total drag of written calculation: 630.089kNm, safety factor is: 2.774, the total drag of sloping section flexural calculation system of opening plate girder bridge earlier is: 629.017kNm, safety factor is: 2.768, error 0.17% between the two.
Cross section 2 (apart from beam-ends 150cm)
At first calculate the sloping section projected length.According to formula:
λ
0V
d＝∑f
sdA
sdsinθ
s+∑f
pbA
pbsinθ
p+∑f
svA
sv
The shearing of calculation level the most in the initial value substitution formula, is calculated sloping section projected length C, in the shear value substitution formula of distance calculation level C, calculate a new C value again, iteration is up to the C value stabilization.
Written calculation C value: 0.5301, this opens the sloping section flexural calculation system-computed C value of plate girder bridge earlier: 0.5301, in full accord between the two.
Calculate depth of compression zone, according to formula:
f
sdA
s+f
pd
Ap＝f
cdbx
B gets 0.82m in the formula, and this cross section has No. 15 presstressed reinforcing steels, No. 23 presstressed reinforcing steels to pass through A
P1=687.225mm
2, A
P2=412.335mm
2, A
s=2945.243mm
2, the anchorage length that prestressed reinforcement is brought into play intensity fully is 120d, that is: 15.2 * 120=1824mm, and this No. 1 muscle end of cross-sectional distance 150cm then at No. 1 rigidity of soft tissues degree in this position is: f
Pd1=1.5/1.824 * 1260=1036.184Mp, this No. 2 muscle end of cross-sectional distance 100cm then at No. 2 rigidity of soft tissues degree in this position is: f
Pd2=1.0/1.824*1260=690.789Mp calculates in the substitution formula: x=99.17204mm, this opens the sloping section flexural calculation system of plate girder bridge earlier: x=99.17228mm, error can be ignored between the two.
The anti-bending bearing capacity of sloping section is made up of three parts, calculates respectively:
First: the resistance that plain bars provides:
M
General=f
SdA
sZ
s
Plain bars is apart from cross section outer rim 5.5cm, then Z
s=60-5.5-x/2=49.5414cm, substitution has: M
General=408.5521kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
General=408.5520kNm, error can be ignored between the two.
Second portion: the resistance that prestressed reinforcement provides:
M
In advance=f
PdA
pZ
p
Presstressed reinforcing steel has No. 1, No. 2 here, and No. 1 apart from cross section outer rim 5.5cm, then Z
P1=60-5.5-x/2=49.5414cm, No. 2 apart from cross section outer rim 7.5cm, then Z
P2=60-7.5-x/2=47.5414cm, substitution has: M
In advance=488.1934kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
In advance=488.1954kNm, error can be ignored between the two.
Third part: the resistance that stirrup provides:
M
Hoop=∑ f
SaA
Sv
Have 2 pairs of stirrups in this sloping section projected length scope, be respectively apart from sloping section right-hand member distance: 18.01cm 38.01cm calculates M
Hoop=42.2928kNm, the sloping section flexural calculation system-computed M of a plate girder bridge earlier
Hoop=60.5644kNm, error 43.2% between the two, and this is owing to the position of stirrup in the sloping section flexural calculation system of opening plate girder bridge earlier can not accurately be determined, causes with the even distributed force replacement.
The final total drag of written calculation: 945.038kNm, safety factor is: 2.2357; The sloping section total drag of flexural calculation system-computed of opening plate girder bridge earlier is: 957.312kNm, and safety factor is: 2.2645, error 1.3% between the two
Cross section 3 (apart from beam-ends 170cm)
At first calculate the sloping section projected length, according to formula:
λ
0V
d＝∑f
sdA
sdsinθ
s+∑f
pbA
pbsinθ
p+∑f
svA
sv
The shearing of calculation level the most in the initial value substitution formula, is calculated sloping section projected length C, in the shear value substitution formula of distance calculation level C, calculate a new C value again, iteration is up to the C value stabilization.
Written calculation C value: 0.494766, this opens the sloping section flexural calculation system-computed C value of plate girder bridge earlier: 0.494737, error owing to the iteration precision difference, can be ignored fully between the two.
Calculate depth of compression zone, according to formula:
f
sdA
s+f
pd
Ap＝f
cdbx
B gets 0.82m in the formula, and this cross section has No. 15 presstressed reinforcing steels, No. 23 presstressed reinforcing steels and No. 34 presstressed reinforcing steels to pass through A
P1=687.225mm
2, A
P2=412.335mm
2, A
P3=549.78mm
2, A
s=2945.243mm
2, the anchorage length that prestressed reinforcement is brought into play intensity fully is 120d, that is: 15.2 * 120=1824mm, and this No. 1 muscle end of cross-sectional distance 170cm then at No. 1 rigidity of soft tissues degree in this position is: f
Pd1=1.7/1.824 * 1260=1174.34Mp, this No. 2 muscle end of cross-sectional distance 120cm then at No. 2 rigidity of soft tissues degree in this position is: f
Pd2=1.2/1.824 * 1260=828.947Mp, this No. 3 muscle end of cross-sectional distance 20cm then at No. 3 rigidity of soft tissues degree in this position is: f
Pd3=0.2/1.824 * 1260=138.158Mp calculates in the substitution formula: x=111.5777mm, this sloping section flexural calculation system-computed of opening plate girder bridge earlier is: x=111.5781mm, error can be ignored between the two.
The anti-bending bearing capacity of sloping section is made up of three parts, calculates respectively:
First: the resistance that plain bars provides:
M
General=f
SdA
sZ
s
Plain bars is apart from cross section outer rim 5.5cm, then Z
s=60-5.5-x/2=48.9211cm, substitution has: M
General=403.4368kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
General=403.4367kNm, error can be ignored between the two.
Second portion: the resistance that prestressed reinforcement provides:
M
In advance=f
PdA
pZ
p
Presstressed reinforcing steel has No. 1, No. 2, No. 3 here, and No. 1 apart from cross section outer rim 5.5cm, then Z
P1=60-5.5-x/2=48.9211cm, No. 2 apart from cross section outer rim 7.5cm, then Z
P2=60-7.5-x/2=46.9211cm, No. 3 apart from cross section outer rim 11.5cm, then Z
P3=60-11.5-x/2=42.9211cm, substitution has: M
In advance=587.7878kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
In advance=587.7910kNm, error can be ignored between the two.
Third part: the resistance that stirrup provides:
M
Hoop=∑ f
SaA
Sv
Have 2 pairs of stirrups in this sloping section projected length scope, be respectively apart from sloping section right-hand member distance: 14.766cm, 34.766cm calculate M
Hoop=42.2008kNm, the sloping section flexural calculation system-computed M of a plate girder bridge earlier
Hoop=52.75kNm, error 25% between the two, and this is owing to the position of stirrup in the sloping section flexural calculation system of opening plate girder bridge earlier can not accurately be determined, causes with the even distributed force replacement.The final total drag of written calculation: 1033.4554kNm, safety factor is: 2.3552; The sloping section total drag of flexural calculation system-computed of opening plate girder bridge earlier is: 1043.9777kNm, and safety factor is: 2.3791, error 1.02% between the two.
Cross section 4 (apart from beam-ends 200cm)
At first calculate the sloping section projected length, according to formula:
λ
0V
d＝∑f
sdA
sdsinθ
s+∑f
pbA
pbsinθ
p+∑f
svA
sv
The shearing of calculation level the most in the initial value substitution formula, is calculated sloping section projected length C, in the shear value substitution formula of distance calculation level C, calculate a new C value again, iteration is up to the C value stabilization.Written calculation C value: 0.454189; This opens the sloping section flexural calculation system-computed C value of plate girder bridge earlier: owing to iteration precision difference, between the two can ignore fully by error for 0.454203 error.
Second step, calculate depth of compression zone, according to formula:
f
sdA
s+f
pdA
p＝f
cdbx
B gets 0.82m in the formula, and this cross section has No. 15 presstressed reinforcing steels, No. 23 presstressed reinforcing steels and No. 34 presstressed reinforcing steels to pass through A
P1=687.225mm
2, A
P2=412.335mm
2, A
P3=549.78mm
2, A
s=2945.243mm
2, the anchorage length that prestressed reinforcement is brought into play intensity fully is 120d, that is: 15.2 * 120=1824mm, and this No. 1 muscle end of cross-sectional distance 200cm then at No. 1 rigidity of soft tissues degree in this position is: f
Pd1=1260Mp, this No. 2 muscle end of cross-sectional distance 150cm then at No. 2 rigidity of soft tissues degree in this position is: f
Pd2=1.5/1.824 * 1260=1036.184Mp, this No. 3 muscle end of cross-sectional distance 50cm then at No. 3 rigidity of soft tissues degree in this position is: f
Pd3=0.5/1.824 * 1260=345.395Mp calculates in the substitution formula: x=125.6376mm, this sloping section flexural calculation system-computed of opening plate girder bridge earlier is: x=125.6379mm, error can be ignored between the two.
The anti-bending bearing capacity of sloping section is made up of three parts, calculates respectively:
First: the resistance that plain bars provides:
M
General=f
SdA
sZ
s
Plain bars is apart from cross section outer rim 5.5cm, then Z
s=60-5.5-x/2=48.2181cm, substitution has: M
General=397.6394kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
General=397.6393kNm, error can be ignored between the two.
Second portion: the resistance that prestressed reinforcement provides:
M
In advance=f
PdA
pZ
p
Presstressed reinforcing steel has No. 1, No. 2 and No. 3 here, and No. 1 apart from cross section outer rim 5.5cm, then Z
P1=60-5.5-x/2=48.2181cm, No. 2 apart from cross section outer rim 7.5cm, then Z
P2=60-7.5-x/2=46.2181cm, No. 3 apart from cross section outer rim 11.5cm, then Z
P3=60-11.5-x/2=42.2181cm, substitution has: M
In advance=695.1572kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
In advance=695.1598kNm, error can be ignored between the two.
Third part: the resistance that stirrup provides:
M
Hoop=∑ f
SaA
Sv
Have 3 pairs of stirrups in this sloping section projected length scope, be respectively apart from sloping section right-hand member distance: 0.4189cm 20.4189cm 40.4189 calculates M
Hoop=52.8072kNm, the sloping section flexural calculation system of opening plate girder bridge earlier settles accounts M
Hoop=44.4606kNm error 15.8%, this is owing to the position of stirrup in the sloping section flexural calculation system of opening plate girder bridge earlier can not accurately be determined, causes with the even distributed force replacement.The final total drag of written calculation: 1145.6038kNm, safety factor is: 2.4430; The sloping section total drag of flexural calculation system-computed of opening plate girder bridge earlier is: 1137.2597kNm, and safety factor is: 2.4253, error 0.73% between the two
Cross section 5 (apart from beam-ends 85cm)
At first calculate the sloping section projected length, according to formula:
λ
0V
d＝∑f
sdA
sdsinθ
s+∑f
pbA
pbsinθ
p+∑f
svA
sv
The shearing of calculation level the most in the initial value substitution formula, is calculated sloping section projected length C, in the shear value substitution formula of distance calculation level C, calculate a new C value again, iteration is up to the C value stabilization.Written calculation C value: the sloping section flexural calculation system-computed C value that plate girder bridge is opened by 0.6501 this elder generation: 0.6501, in full accord between the two.
Second step, calculate depth of compression zone, according to formula:
f
sdA
s+f
pdA
p＝f
cdbx
B gets 0.82m in the formula, and this cross section has No. 15 presstressed reinforcing steels and No. 23 presstressed reinforcing steels to pass through A
P1=687.225mm
2, A
P2=412.335mm
2, A
s=2945.243mm
2, the anchorage length that prestressed reinforcement is brought into play intensity fully is 120d, that is: 15.2 * 120=1824mm, and this No. 1 muscle end of cross-sectional distance 85cm then at No. 1 rigidity of soft tissues degree in this position is: f
Pd1=0.85/1.824 * 1260=587.171Mp, this No. 2 muscle end of cross-sectional distance 35cm then at No. 2 rigidity of soft tissues degree in this position is: f
Pd2=0.35/1.824 * 1260=241.776Mp calculates in the substitution formula: x=72.293mm, this sloping section flexural calculation system-computed of opening plate girder bridge earlier is: x=72.293mm, error can be ignored between the two.
The anti-bending bearing capacity of sloping section is made up of three parts, calculates respectively:
First: the resistance that plain bars provides:
M
General=f
SdA
sZ
s
Plain bars is apart from cross section outer rim 5.5cm, then Z
s=60-5.5-x/2=50.8853cm, substitution has: M
General=419.6352kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
General=419.6352kNm, error can be ignored between the two.
Second portion: the resistance that prestressed reinforcement provides:
M
In advance=f
PdA
pZ
p
Presstressed reinforcing steel has No. 1 and No. 2 here, and No. 1 apart from cross section outer rim 5.5cm, then Z
P1=60-5.5-x/2=50.8853cm, No. 2 apart from cross section outer rim 7.5cm, then Z
P2=60-7.5-x/2=48.8853cm, substitution has: M
In advance=254.0663kNm, this opens the sloping section flexural calculation system-computed result of plate girder bridge: M earlier
In advance=254.0670kNm, error can be ignored between the two.
Third part: the resistance that stirrup provides:
M
Hoop=∑ f
SaA
Sv
Have 3 pairs of stirrups in this sloping section projected length scope, be respectively apart from sloping section right-hand member distance: 5.0094cm 25.0094cm 45.0094cm calculates M
Hoop=64.679kNm retrys and opens the sloping section flexural calculation system-computed M of plate girder bridge earlier
Hoop=91.078kNm error 40.8%, this is owing to the position of stirrup in the sloping section flexural calculation system of opening plate girder bridge earlier can not accurately be determined, causes with the even distributed force replacement.
The final total drag of written calculation: 738.381kNm, safety factor is: 2.1203; The sloping section total drag of flexural calculation system-computed of opening plate girder bridge earlier is: 764.78kNm, and safety factor is: 2.1954, error 3.6% between the two.
Calculating gathers and conclusion
Weigh cross section safety whether cross section drag and bearing capacity safety factor, the sloping section flexural calculation system of plate girder bridge is opened by this elder generation and written calculation result's error is:
Cross section 1:0.17%
Cross section 2:1.3%
Cross section 3:1.02%
Cross section 4:0.73%
Cross section 5:3.6%
These errors all come from same place: the sloping section bending resistance contribution of stirrup.Trace it to its cause, open the sloping section flexural calculation system of plate girder bridge earlier for universality, stirrup of uniform distances etc. is thought of as even distributed force, and be to calculate according to concrete reinforcing bar radical in the written calculation, thereby cause certain difference, this difference is that the difference of computational methods produces, from global error, difference is very little, and the sloping section flexural calculation system of opening plate girder bridge earlier can satisfy the precision that engineering is used fully.
In sum, the sloping section flexural calculation system that the embodiment of the invention provides a kind of elder generation to open plate girder bridge, open the sloping section flexural calculation system of plate girder bridge earlier by this, only need the necessary information of input, just can calculate the sloping section flexural strength of opening plate girder bridge earlier, whole process is very convenient, quick, can greatly improve the computational efficiency of plate girder bridge, has reduced error rate; And can carry out the calculating of a plurality of sections to a beam body simultaneously, the quantity of section can be adjusted as required, satisfies the needs in the practical application; Because whether the sloping section flexural strength is calculated near the main anchorage length of tensile region longitudinal reinforcement beam-ends of investigating and is met the demands, therefore needn't calculate in the span centre zone, the concept nature mistake takes place in order to prevent that the user from filling in data in the sloping section flexural calculation system that plate girder bridge is opened by this elder generation in the process, by data review module with the sloping section flexural strength of plate-girder check computer capacity be limited in partly stride within, if the calculating location of filling in surpasses the half-bridge span, the sloping section flexural calculation system of then opening plate girder bridge earlier will stop calculating, but part as calculated still can normally be presented at the data output area; The sloping section flexural calculation system of this elder generation plate girder bridge is applicable to the sloping section flexural strength calculating of the pretensioning prestressed concrete plate girder bridge of linear arrangement of reinforcement, and can calculate does not have the ordinary reinforced concrete of bent-up bar plate girder bridge structure yet.
Claims (6)
1. sloping section flexural calculation system that plate girder bridge is opened by elder generation, it is characterized in that described sloping section flexural calculation system comprises: data input module, computer, data review module, computing module, miscue module, modified module and data outputting module;
In described computer, import every data by described data input module; Described data review module carries out data integrity and logicality inspection to described every data of input; If described every data of all inputs are all correct, then described every data of input are calculated by described computing module; If described every data of input are imperfect or wrong, then carry out the prompting of error message by described miscue module; Described modified module is revised described every data of importing according to the described error message of prompting, until no longer including described error message; Described computing module calculates value, depth of compression zone and the sloping section anti-bending bearing capacity that obtains horizontal projection length, shearing modular design according to described every data of input; By described data outputting module output result of calculation form, figure and calculated description as a result.
2. the sloping section flexural calculation system of plate girder bridge is opened by a kind of elder generation according to claim 1, it is characterized in that, described every data specifically comprise: structure collectivity information, plain bars information, prestressed reinforcement and the structural internal force of opening plate-girder earlier.
3. the sloping section flexural calculation system of plate girder bridge is opened by a kind of elder generation according to claim 1, it is characterized in that, the sloping section flexural calculation system that plate girder bridge is opened by described elder generation also comprises: sliding block,
Check error message by spurring described sliding block.
4. the sloping section flexural calculation system of plate girder bridge is opened by a kind of elder generation according to claim 1, it is characterized in that, the sloping section flexural calculation system that plate girder bridge is opened by described elder generation also comprises: preserve module,
By described preservation module described error message is saved as txt file.
5. the sloping section flexural calculation system of plate girder bridge is opened by a kind of elder generation according to claim 1, it is characterized in that, when described every data of input still have grave error, described computing module stops computing automatically, described miscue module is carried out the prompting of described error message, and the user makes amendment to described every data by described modified module.
6. the sloping section flexural calculation system of plate girder bridge is opened by a kind of elder generation according to claim 1, it is characterized in that, the sloping section flexural calculation system that plate girder bridge is opened by described elder generation also comprises: removing module,
By described removing module data presented in the described result of calculation form is deleted.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103034769A (en) * | 2013-01-14 | 2013-04-10 | 北京交通大学 | Data processing method of heat-power overhead bracket structure and computer-aided design system |
| CN103870705B (en) * | 2014-03-26 | 2017-01-18 | 上海同豪土木工程咨询有限公司 | Inversion method of dynamic bearing capacity of plate girder bridge structure |
| CN107908870A (en) * | 2017-11-14 | 2018-04-13 | 东南大学 | A kind of analysis method of prestressing with bond gluing wooden frame bending bearing capacity |
| CN113066335A (en) * | 2021-04-01 | 2021-07-02 | 中核核电运行管理有限公司 | Bent pipe operation guidance system |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1381804A (en) * | 2002-04-19 | 2002-11-27 | 西安交通大学 | CAD software for horizontal internal combustion boil using oil or gas as fuel |
| US7856248B1 (en) * | 2003-09-26 | 2010-12-21 | Iwao Fujisaki | Communication device |
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2011
- 2011-05-11 CN CN 201110120995 patent/CN102154978A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1381804A (en) * | 2002-04-19 | 2002-11-27 | 西安交通大学 | CAD software for horizontal internal combustion boil using oil or gas as fuel |
| US7856248B1 (en) * | 2003-09-26 | 2010-12-21 | Iwao Fujisaki | Communication device |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103034769A (en) * | 2013-01-14 | 2013-04-10 | 北京交通大学 | Data processing method of heat-power overhead bracket structure and computer-aided design system |
| CN103034769B (en) * | 2013-01-14 | 2016-03-02 | 北京交通大学 | The data processing method of heating power overcast structure and computer aided design system |
| CN103870705B (en) * | 2014-03-26 | 2017-01-18 | 上海同豪土木工程咨询有限公司 | Inversion method of dynamic bearing capacity of plate girder bridge structure |
| CN107908870A (en) * | 2017-11-14 | 2018-04-13 | 东南大学 | A kind of analysis method of prestressing with bond gluing wooden frame bending bearing capacity |
| CN107908870B (en) * | 2017-11-14 | 2021-01-05 | 东南大学 | Analysis method for bending resistance and bearing capacity of in-vivo pre-stressed laminated wood beam |
| CN113066335A (en) * | 2021-04-01 | 2021-07-02 | 中核核电运行管理有限公司 | Bent pipe operation guidance system |
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Application publication date: 20110817 |