CN112681116A - Bridge vase pier top reinforcement design method - Google Patents
Bridge vase pier top reinforcement design method Download PDFInfo
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- CN112681116A CN112681116A CN202011538936.1A CN202011538936A CN112681116A CN 112681116 A CN112681116 A CN 112681116A CN 202011538936 A CN202011538936 A CN 202011538936A CN 112681116 A CN112681116 A CN 112681116A
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Abstract
The invention discloses a bridge vase pier top reinforcement design method which is characterized by comprising the following steps: calculating the transverse tension of the pier based on the design value of the vertical force of the pier top: t isd＝2Nd((e‑b)/4h0+ a/2) formula, TdThe design value of the internal force of the transverse pull rod at the pier top is obtained; n is a radical ofdThe design value of the vertical force of the pier top is obtained; e is the center distance of the double supports; b is the transverse width of the support base cushion stone; a is the horizontal distance between the actual stress line of the equal-width section of the bridge pier and the edge; h is0Is the effective height of the section; according to the formula gamma0Td≤fsdAsReinforcing bars are designed on the pier tops of the vase piers; gamma ray0Is the importance coefficient of the bridge and culvert structure; f. ofsdThe design value of the tensile strength of the common steel bar is obtained; a. thesIs the area of the common steel bar in the pull rod. The method greatly simplifies the calculation difficulty of the vase pier structure, can be suitable for the calculation of the bridge vase pier, improves the design efficiency of the reinforcement at the pier top of the bridge vase pier, and can reduce the engineering risk and save the investment.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a design method of pier top reinforcement of a bridge vase pier.
Background
In recent years, with the rapid development of economic construction in China, the traffic flow is rapidly increased, urban viaducts and overpasses are increasingly increased, and the aesthetic taste of the public is continuously improved. The bridge design starts to pursue the landscape effect of technical economy, reasonability and environmental coordination, the pier design starts to abandon the traditional gravity pier and develops towards the slender and attractive light pier, and particularly the vase pier is widely applied in China in recent years.
The vase pier supports are locally positioned outside the pier columns, so that large transverse tensile stress is generated between the supports, and the vase pier supports are different from common pressed components. Due to the existence of the curve transition section, the pier top area stress is complex and the elementary structure mechanics theory is not applicable, which is different from the traditional bent cap type pier.
The pier top tension calculation is carried out on a 'brace rod-pull rod system method' of a pile foundation bearing platform in 'design Specification for reinforced concrete and prestressed concrete bridges and culverts of highways' (JTG D62-2004), the actual stress distribution condition of a component is difficult to know, and safety accidents or waste and uneconomic conditions of reinforcement arrangement caused by insufficient reinforcement arrangement can be caused. Article 8.5.3 of the specification states that a is 0.15h0And the calculation directly considers the intersection point of the section center from the arc line of the outer surface of the pier to the variable straight line as the simplified force line as the worst checking section. The difference between the pull rod tension value and the result of the entity finite element is large, and the pull rod tension value is far smaller than the tension value calculated by the finite element, so that the simplified calculation is unsafe. Thus, a is 0.15h0The assumption of (a) is not applicable to tie force calculation of the single-column vase pier. From a finite element modelThe stress flow result shows that the intersection point of the section center from the arc line of the outer surface of the pier to the straightening line is simply taken as the most unfavorable calculation section h, and the larger the h is, the larger the difference with the stress flow is. Therefore, the calculation parameter a suitable for the pole force of the single-column pier vase pier system and the section height h need to be optimized.
According to the new specification of the design specification of reinforced concrete and prestressed concrete bridges and culverts (JTG 3362 and 2018) formula 8.4 tension and compression bar system, the calculation directly considers the intersection point of the arc line of the outer surface of the pier and the cross section center of the straightening line as the simplified force line as the worst checking and calculating cross section, so that the calculated tension value of the tension bar is different from the result of the entity finite element, and the calculated tension value is smaller compared with the finite element, and the simplified calculation is unsafe. And when the horizontal distance x between the central line of the support and the equal-width section of the bridge pier is less than or equal to h, the bent cap model algorithm is not applicable.
The application aims to provide a bridge vase pier top reinforcement design method, and the method is characterized in that partial parameters of a tension-compression rod model are optimized by selecting calculation parameters related to the structure size, and the transverse tension value of the bridge vase pier top is calculated.
Disclosure of Invention
The invention aims to solve the technical problem that aiming at the defects in the prior art, the bridge vase pier top reinforcement design method is provided, the calculation difficulty of the vase pier structure is greatly simplified, the bridge vase pier top reinforcement design method can be suitable for calculation of bridge vase piers, the bridge vase pier top reinforcement design efficiency is improved, and meanwhile, the engineering risk can be reduced, and the investment can be saved.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a bridge vase pier top reinforcement design method comprises the following steps:
1) calculating the transverse tension of the pier based on the design value of the vertical force of the pier top:
Td＝2Nd((e-b)/4h0+a/2)
in the formula, TdThe design value of the internal force of the transverse pull rod at the pier top is obtained; n is a radical ofdDesigned for vertical force of pier topTaking values according to basic combinations; e is the center distance of the double supports; b is the transverse width of the support base cushion stone; a is the horizontal distance between the actual stress line of the equal-width section of the bridge pier and the edge;
h0＝h-as，h0is the effective height of the section; a issThe distance from the resultant point of the steel bar in the tension area to the tension edge; h is the height of the pier top transverse variable width section at the central line of the support;
2) according to the formula gamma0Td≤fsdAsReinforcing bars are designed on the pier tops of the vase piers;
in the formula, γ0Is the importance coefficient of the bridge and culvert structure; f. ofsdThe design value of the tensile strength of the common steel bar is obtained; a. thesIs the area of the common steel bar in the pull rod.
According to the technical scheme, in the step 1), a is 0.25h according to finite element analysis0。
According to the technical scheme, the intersection point of the central line of the support and the arc line of the outer surface of the pier is taken as the most unfavorable cross section to be used as h and h for checking calculation0The basis of measurement of (2).
According to the technical scheme, in the calculation and design process of the steps 1) and 2), the steel bars bear all tensile stress, and the concrete does not bear the tensile stress.
According to the technical scheme, the bridge meets the following condition that x is more than or equal to h, wherein x is the horizontal distance between the center line of the support and the equal-width section of the bridge pier, and a 'tension and compression rod model' can be adopted.
The invention has the following beneficial effects:
the method comprehensively considers the influence of various factors on the vase pier top reinforcement, greatly simplifies the calculation difficulty of the vase pier structure, can be suitable for the calculation of the bridge vase pier, improves the design efficiency of the bridge vase pier top reinforcement, and can simultaneously realize the reduction of engineering risks and the investment saving.
Drawings
FIG. 1 is a schematic structural diagram of a bridge vase pier in an embodiment of the invention;
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and examples.
Referring to fig. 1, the method for designing the reinforcement at the pier top of the bridge vase pier in one embodiment provided by the invention comprises the following steps:
1) calculating the transverse tension of the pier based on the design value of the vertical force of the pier top:
Td＝2Nd((e-b)/4h0+a/2)
in the formula, TdThe design value of the internal force of the transverse pull rod at the pier top is obtained; n is a radical ofdTaking the vertical force design value of the pier top according to the basic combination; e is the center distance of the double supports; b is the transverse width of the support base cushion stone; a is the horizontal distance between the actual stress line of the equal-width section of the bridge pier and the edge;
h0＝h-as，h0is the effective height of the section; a issThe distance from the resultant point of the steel bar in the tension area to the tension edge; h is the height of the pier top transverse variable width section at the central line of the support;
2) according to the formula gamma0Td≤fsdAsReinforcing bars are designed on the pier tops of the vase piers;
in the formula, γ0Is the importance coefficient of the bridge and culvert structure; f. ofsdThe design value of the tensile strength of the common steel bar is obtained; a. thesIs the area of the common steel bar in the pull rod.
Further, in step 1), a is 0.25h according to finite element analysis0。
Furthermore, the intersection point of the central line of the support and the arc line of the outer surface of the pier is taken as the most unfavorable cross section to be checked and calculated as h and h0The basis of measurement of (2).
Further, in the calculation and design process of the steps 1) and 2), the steel bars bear all tensile stress, and the concrete does not bear the tensile stress.
Furthermore, the bridge satisfies the following condition that x is more than or equal to h, wherein x is the horizontal distance between the center line of the support and the equal width section of the bridge pier, and a 'tension and compression rod model' can be adopted.
In FIG. 1, c is the distance from the pedestal centerline to the top edge of the pier.
In conclusion, partial parameters of the tension-compression rod model are optimized and verified through the finite element analysis of the bridge vase pier and the analysis and comparison of the standard formula. The calculation result of the optimization formula is basically consistent with the space finite element result, so that the method is suitable for calculating the vase pier of the bridge, and the calculation difficulty of the vase pier structure is greatly simplified. And certain experience and basis are accumulated for the simplified calculation of the vase pier of other projects. Meanwhile, the engineering risk can be reduced, and the investment can be saved. According to finite element analysis, the stress of the pier top part of the vase pier of the bridge is related to the distance between pier top and support seats and the size of a support base stone. Meanwhile, the geometric size of the pier top also influences the pier top reinforcement design of the vase, such as the vertical distance from the pier top to the arc section of the pier body, the arc radius, the height of the equal-width section of the pier top and the like. In addition, the distance between the central line of the support and the edge of the pier body at the lower part (namely the x value in the figure) has obvious influence on the design of the reinforcing bars of the overhanging part. Compared with the existing standard formula, the influence of the factors on the reinforcement at the top of the vase pier is comprehensively considered, and the distribution of stress flow of the finite element entity model is combined, so that the formula is closer to the real stress condition, and the method has strong practical significance for engineering design.
The above is only a preferred embodiment of the present invention, and certainly, the scope of the present invention should not be limited thereby, and therefore, the present invention is not limited by the scope of the claims.
Claims (5)
1. A bridge vase pier top reinforcement design method is characterized by comprising the following steps:
1) calculating the transverse tension of the pier based on the design value of the vertical force of the pier top:
Td＝2Nd((e-b)/4h0+a/2)
in the formula, TdThe design value of the internal force of the transverse pull rod at the pier top is obtained; n is a radical ofdThe design value of the vertical force of the pier top is obtained; e is the center distance of the double supports; b is the transverse width of the support base cushion stone; a is the horizontal distance between the actual stress line of the equal-width section of the bridge pier and the edge;
h0＝h-as，h0is the effective height of the section; a issThe distance from the resultant point of the steel bar in the tension area to the tension edge; h is the height of the pier top transverse variable width section at the central line of the support;
2) according to the formula gamma0Td≤fsdAsReinforcing bars are designed on the pier tops of the vase piers;
in the formula, γ0Is the importance coefficient of the bridge and culvert structure; f. ofsdThe design value of the tensile strength of the common steel bar is obtained; a. thesIs the area of the common steel bar in the pull rod.
2. The design method for the pier top reinforcement of the bridge vase pier as claimed in claim 1, wherein in the step 1), a is 0.25h0。
3. The design method for pier top reinforcement of the bridge vase pier as claimed in claim 1, wherein the intersection point of the central line of the support and the arc line of the pier outer surface is taken as the most unfavorable cross section, and the most unfavorable cross section is used as h and h for checking calculation0The basis of measurement of (2).
4. The design method of the pier top reinforcement of the bridge vase pier according to claim 1, wherein in the calculation and design processes of the steps 1) and 2), the steel bars bear all tensile stress, and the concrete does not bear the tensile stress.
5. The design method for the pier top reinforcement of the vase pier of the bridge according to claim 1, wherein the bridge meets the following condition that x is more than or equal to h and is equal to or less than 0, wherein x is the horizontal distance between the center line of the support and the pier in a constant width section.
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| CN202011538936.1A CN112681116A (en) | 2020-12-23 | 2020-12-23 | Bridge vase pier top reinforcement design method |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09195229A (en) * | 1996-01-24 | 1997-07-29 | Kido Kensetsu Kogyo Kk | Columnar structure reinforcing method and reinforcing wire winding device used for it |
| CN102561199A (en) * | 2012-01-19 | 2012-07-11 | 浙江大学 | Method of vertical crack resistance of hogging moment tension zone of single-column concrete bridge pier |
| CN105956256A (en) * | 2016-04-28 | 2016-09-21 | 河海大学 | Bearing capacity assessment and reinforcement calculation method for complex region of existing concrete bridge |
| CN210596988U (en) * | 2019-06-28 | 2020-05-22 | 中铁第四勘察设计院集团有限公司 | Triangular pier for straddle type monorail bridge |
-
2020
- 2020-12-23 CN CN202011538936.1A patent/CN112681116A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09195229A (en) * | 1996-01-24 | 1997-07-29 | Kido Kensetsu Kogyo Kk | Columnar structure reinforcing method and reinforcing wire winding device used for it |
| CN102561199A (en) * | 2012-01-19 | 2012-07-11 | 浙江大学 | Method of vertical crack resistance of hogging moment tension zone of single-column concrete bridge pier |
| CN105956256A (en) * | 2016-04-28 | 2016-09-21 | 河海大学 | Bearing capacity assessment and reinforcement calculation method for complex region of existing concrete bridge |
| CN210596988U (en) * | 2019-06-28 | 2020-05-22 | 中铁第四勘察设计院集团有限公司 | Triangular pier for straddle type monorail bridge |
Non-Patent Citations (2)
| Title |
|---|
| 李新平等: "薄壁花瓶墩的拉力计算实用方法", 《昆明理工大学学报（自然科学版）》 * |
| 谭平荣等: "实体花瓶墩的应力分析及配筋计算", 《公路》 * |
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