CN113221220B - Method for calculating shearing bearing capacity of grouting tongue-and-groove joint of assembled underground structure - Google Patents
Method for calculating shearing bearing capacity of grouting tongue-and-groove joint of assembled underground structure Download PDFInfo
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- 238000010008 shearing Methods 0.000 title claims abstract description 63
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Abstract
A calculation method of the shear bearing capacity of a grouting type tongue-and-groove joint comprises the following steps: step one: calculating the shearing bearing capacity provided by the joint concave-convex tenons; step two: calculating the shearing bearing capacity provided by the axial force; step three: taking small values of the bearing capacities of the shear keys at the left side and the right side as the shearing bearing capacity of the grouting type tongue-and-groove joint, and finally obtaining the shearing bearing capacity of the grouting type tongue-and-groove joint; therefore, the invention can overcome the defects of the prior art, realize joint design and shear bearing capacity verification, and effectively improve the stability and service life of the underground structure.
Description
Technical Field
The invention relates to the technical field of underground engineering, in particular to a method for calculating the shearing bearing capacity of an assembled underground structure grouting type tongue-and-groove joint under the action of a bending load.
Background
The assembly construction technology is a great innovation of construction modes of constructional engineering, and is one of the important advancing work in recent years of building construction. The prefabricated assembly type structure has the advantages of high component production efficiency and easy quality assurance; the mechanical construction is carried out, and the construction speed is high; less field operation, less environmental impact and the like.
The conventional ground building structure is designed and built by adopting the concept of equivalent cast-in-situ, the joint part is mostly connected by grouting sleeve steel bars and secondary cast-in-situ concrete, the bearing performance of the structure after construction is not different from that of the cast-in-situ structure, and the shearing resistance problem of the joint part is not required to be particularly considered. The prefabricated assembly type structure of the underground engineering is generally not suitable for adopting a joint connection method of the assembled type structure of the ground building due to the influence of factors such as large structure body quantity, more steel bars, narrow operation environment and the like, and a joint connection mode capable of realizing quick connection construction in the construction process is selected, so that the grouting type tongue-and-groove joint is a joint connection mode capable of meeting the assembly connection requirement of the underground structure. The main characteristic of the joint connection mode is that two component ends to be connected are provided with corresponding tenons and mortises, when in connection, the two component ends to be connected can be conveniently and quickly butted together, in order to ensure the force transmission performance of the connection part, filling slurry is poured into gaps between the butted component ends and the tenons and mortises, and after the slurry is solidified, an integrated joint node is formed, and the concrete structure of the grouting type mortises joint is shown in figure 1, a boss 20 is formed on a concrete layer 10, the bosses 20 on two sides are fastened through a stress bar 30, an external additional tension device 40 is arranged outside the boss 20, and a grouting section 50 is arranged between concave-convex mortises between the concrete layers 10.
After the construction of the assembled structure is completed, the joint part is in a bending action and a certain shearing load environment state under the stratum load action. Because the reinforced bars of the components at the connecting part of the grouting type tongue-and-groove joint are discontinuous, the physical and mechanical properties of the grouting material and the concrete material are greatly different, so that the bearing performance of the grouting material cannot be considered according to a continuous structure, the traditional concrete structure shear capacity calculation method is not applicable any more, and special research is needed.
The grouting type tongue-and-groove joint is used for an assembled underground structure for the first time at home and abroad, so that the prior research on the shear resistance of the joint is still blank.
The international research on the shearing resistance of the tongue-and-groove is basically focused under the pure shearing action condition, and a practical method for calculating the shearing resistance of the tongue-and-groove under the axial force action condition is not available, and a method for calculating the shearing resistance of the grouting tongue-and-groove joint under the axial force condition is not available. Prefabricated construction Association for Japanese society legal personThe method for calculating the shearing capacity of the concave-convex mortises under the action of pure shearing load is provided in the first book of prefabricated building general theory, the method provides a method for calculating the shearing resistance bearing capacity of transmitting shearing force through the occlusion of a concrete structure of the concave-convex mortises and a calculation formula, and the bearing capacity Q is provided by calculating the shearing damage bearing capacity of the shearing key s And bearing capacity Q of shear key surface beyond compressive strength failure b To check the shear bearing capacity Q of the two sides of the joint 1 and Q 2 And taking the smaller bearing capacity values of the shear keys at the left side and the right side as the method for the shear bearing capacity of the joint. The specific calculation formula is as follows:
Q 1 ＝min(Q 1s ,Q 1b )；
Q 2 ＝min(Q 2s ,Q 2b )；
in the formula：
n is the number of shear keys with bearing stress;
w i is the width of the shear key;
x i height (mm) of the shear key contact surface;
f' c1 compressive strength (N/mm) of concrete on the left side of boundary surface 2 )；
f' c2 Is the compressive strength (N/mm) of the concrete on the right side of the boundary surface 2 )；
Alpha is a pressure-bearing coefficient which is equal to 1.0;
a i the length (mm) of the bottom of the shear key at the tongue-and-groove side;
b i is the length (mm) of the bottom of the tenon side shear key
The method does not consider the axial force action of the joint at all, and requires good fitting contact relation between shear keys, so that the shearing force action can be synchronously and effectively transmitted.
Joints of fabricated underground structures are subjected to typical axial forces, bending moments and shearing actions. The mortise joint seam is subjected to grouting treatment, the force transmission is more definite and reliable, the stress influence of the axial force on the joint part is obvious, so that the shearing resistance of the joint is more complex than the shearing resistance of the joint, and the Japanese formula is only suitable for pure shearing stress checking calculation and cannot be applied.
No mature method for the shearing calculation of the grouting type tongue-and-groove joint of the assembled underground structure exists in the country.
In a word, the method for calculating the shearing capacity of the grouting tongue-and-groove joint under the action of axial force is researched and proposed, and has very important significance for the application of the support assembly type underground structure technology.
Therefore, the designer of the invention has the advantages of combining the experience and achievement of related industries for a long time through intensive research and design, and researching and designing a method for calculating the shearing bearing capacity of the grouting tongue-and-groove joint of the assembled underground structure so as to overcome the defects.
Disclosure of Invention
The invention aims to provide a method for calculating the shearing bearing capacity of an assembled underground structure grouting type tongue-and-groove joint, which can overcome the defects of the prior art, realize joint design and shearing bearing capacity verification, effectively improve the stability of an underground structure and prolong the service life of the underground structure.
In order to achieve the above purpose, the invention discloses a method for calculating the shear bearing capacity of a grouting type tongue-and-groove joint, which is characterized by comprising the following steps:
step one: calculating the shearing bearing capacity provided by the joint concave-convex tenons;
for this purpose, the first step comprises the following sub-steps:
step 1.1: calculating the left shearing bearing capacity of the concave-convex tenon through a formula 1:
Q 1M ＝min(Q 1s ,Q 1b ) (1)
wherein ,n is the number of shear keys with bearing stress; w (w) i Is the width (mm) of the shear key; x is x i Height (mm) of the shear key contact surface; f's' c1 Compressive strength (N/mm) of concrete on the left side of boundary surface 2 ) The method comprises the steps of carrying out a first treatment on the surface of the Alpha is a pressure-bearing coefficient which is equal to 1.0; a, a i Is the length (mm) of the bottom of the left side of the shear key;
step 1.1: calculating the shear bearing capacity of the right side of the concave-convex tenon through a formula 2:
Q 2M ＝min(Q 2s ,Q 2b ) (2)
wherein ,f' c2 is the compressive strength (N/mm) of the concrete on the right side of the boundary surface 2 )；b i Is the length (mm) of the bottom of the right side of the shear key;
step two: calculating the shearing bearing capacity provided by the axial force;
the same is calculated on the left and right sides, respectively, the smaller of which is calculated by formulas 3 and 4 as follows:
left side:
right side:
wherein ,σn Taking the positive stress (MPa) of the joint surface asWhen the force bar of the additional tension device acts,wherein N and T are axial force and stress application rod acting force (kN) respectively, h is the height (mm) of a joint grouting surface, and b is the joint width (mm);
step three: taking the bearing capacity of the shear keys at the left side and the right side as the shear bearing capacity of the grouting type tongue-and-groove joint, determining the following by the formulas 5 and 6:
shear bearing capacity of left shear key: q (Q) 1 ＝Q 1M +Q 1N (5)
Shear bearing capacity of right shear key: q (Q) 2 ＝Q 2M +Q 2N (6)
And finally, obtaining the shear bearing capacity of the grouting type tongue-and-groove joint through a formula 7:
Q sk ＝min(Q 1 ,Q 2 ) (7)。
wherein: the shear capacity calculation of the slip-cast tongue and groove joint was determined by a four-point shear failure test of the 1:1 prototype joint.
Wherein: the grouting tongue-and-groove joint is provided with bosses on the concrete layer, the bosses on two sides are fastened by the stress application bars, an external additional tension device is arranged outside the bosses, and grouting sections are arranged between the concave-convex tongue-and-groove joints between the concrete layers.
Wherein: the grouting section is an epoxy resin adhesive layer.
As can be seen from the above, the method for calculating the shear bearing capacity of the grouting tongue-and-groove joint of the assembled underground structure has the following effects:
1. the joint design and the shear bearing capacity verification are realized, and the stability and the service life of the underground structure are effectively improved.
2. The method for calculating the shear bearing capacity of the grouting tongue-and-groove joint with the bending action based on the characteristics of the assembled underground structure is closer to conform to the actual engineering situation, and has guiding significance for the design of the assembled underground structure joint.
3. The calculation method considering the axial force effect can be applied to different non-rigid connection joints of the above-ground and underground structures.
4. Simple and easy to operate, convenient for designers to use and high in popularization value.
5. The grouting tongue-and-groove joint mechanics theory is constructed, and a solid foundation is laid for popularization and application of the prefabricated underground structure.
The details of the present invention can be found in the following description and the accompanying drawings.
Drawings
FIG. 1 shows a schematic view of a slip cast tongue and groove joint of an assembled underground structure of the present invention.
Fig. 2 shows a shear load-bearing schematic of the tongue-and-groove joint of the present invention.
FIG. 3 shows a schematic of a four-point shear test of a joint according to the present invention.
Fig. 4 shows a schematic representation of the final failure mode of the shear test of the present invention.
FIG. 5 shows the state of the plane stress of the micro-element body of the breaking surface of the rebate according to the invention.
Figure 6 shows the infinitesimal morround of the present invention.
Fig. 7 shows a flow of the present invention.
10. A concrete layer; 20. a boss; 30. a stress application rod; 40. an external additional tension device; 50. and (5) grouting sections.
Detailed Description
Referring to fig. 1 and 2, a method for calculating the shear load capacity of a slip casting tongue-and-groove joint of an assembled underground structure according to the invention is shown.
The basic idea of the method for calculating the shearing bearing capacity of the grouting type tongue-and-groove joint of the assembled underground structure of the inventor is that a method for calculating the shearing bearing capacity of the concave-convex tongue-and-groove joint under the pure shearing condition (hereinafter called a pure shearing method) is used as a basis for researching the shearing bearing capacity of the grouting type tongue-and-groove joint under the pure shearing condition, a four-point pure shearing test of the 1:1 grouting type tongue-and-groove joint is carried out, a test result is compared with a calculation result, and whether the pure shearing method can be suitable for pure shearing bearing capacity calculation of the grouting type tongue-and-groove joint is judged; then according to the crack development condition (crack development position and included angle with horizontal direction) of the test joint, researching the relation between the main tensile stress azimuth angle of the joint and the shearing damage mode; then deduceThe expression of the influence of the axial force action (with external additional tension means 40, as shown in broken line in fig. 1) on the main tensile stress of the joint is such that the ultimate tensile strength f is reached according to the main tensile stress of the concrete t Is the principle of root cause of crack generation, and provides a vertical shear stress expression under the action of axial force; extracting a direct shear reduction coefficient of the joint grouting bonding surface according to the test data; forming a joint shearing load bearing capacity expression, and decomposing the expression can form a joint shearing load bearing capacity calculation expression consisting of a pure shearing part and an axial force effect part (shown in a calculation diagram in fig. 2). The first part is consistent with the expression of the pure shearing method, and the second part is the expression of the bearing capacity increase of the joint under the action of the axial force; finally, the example verification is carried out, and the main operation steps for calculating the shearing capacity of the grouting tongue-and-groove joint by using the achievement of the invention are provided.
The calculation method of the invention can be suitable for calculating the shearing bearing capacity of the grouting tongue-and-groove joint under the conditions of axial force and no axial force.
The specific deduction steps of the invention are as follows:
1. developing an indoor test to verify the applicability of the pure shearing method
Although the pure shearing method is similar to the structural style of the grouting tongue-and-groove joint, the structure still has obvious difference, and especially the joint with less grouting after joint grouting has obvious improvement on the close relation of the tenon and the tongue-and-groove connection. For this purpose, four-point shear failure tests of 1:1 prototype joints were developed specifically in the room to investigate and verify whether the pure shear method was suitable for the calculation of the shear capacity of a slip-cast tongue and groove joint.
The loading mode of the four-point shear failure test is shown in fig. 3, the test can effectively verify that the engagement effect of the rebate of the grouting type mortise joint is very obvious in the whole shear bearing process, no obvious stripping occurs between the epoxy resin adhesive layer and concrete (as shown in fig. 4), the gap between the tenon and the mortise is filled with grouting materials, the synchronism of the stress of the tenon and the mortise is effectively ensured, the dislocation deformation of the rebate is limited, and the integrity and the reliable bearing capacity of the shear key are ensured. Experiments revealed that the constraint conditions, deformation and cracking characteristics of the mortises and mortises of the grouting type mortises and mortises are completely consistent with the application conditions and mechanical characteristics of the pure shearing method.
To further verify the fit of the calculation results of the pure shear method to the test data, the shear load capacity of the test joints was calculated using the pure shear method, and the joint calculation parameters and calculation results are shown in table 1.
Table 1 table for calculating shear key of tongue and groove joint
The theoretical shear carrying capacity of the joint is calculated to be 660.28kN. The shear capacity of the joint obtained by the pure shear test carried out by the inventor is 668kN, which is very close to the theoretical calculation capacity value.
It can be seen that the pure shear method can be used for the calculation of the shear capacity of the slip casting tongue and groove joint at an axial force of 0.
2. And (3) researching the relation between the main tensile stress azimuth angle of the joint and the shearing damage mode according to the crack development condition (crack development position and an included angle with the horizontal direction) of the test joint.
The main tensile stress of the concrete reaches the ultimate tensile strength f t Is the root cause of crack initiation. When the concave-convex tenon is sheared along the root of the tenon or the main crack, the vertical shearing stress tau and the tensile strength f of the concrete t And joint surface normal stress sigma n In relation thereto, the plane stress state thereof is shown in fig. 5.
Next, the inventors studied the influence of the joint axial force on the shear capacity based on the joint shear capacity of the pure shear method, and examined the joint shear capacity in the pure shear state (σ n =0) joint shear load capacity and axial force action result in two separate expressions of joint shear load capacity improvement. And a calculation formula of the shear bearing capacity of the joint under the action of axial force is provided.
Joint shear test (sigma) n =0) to obtain an included angle α of 37 between the principal tensile stress and the horizontal directionAbout the degree, the joint reaches the limit of shearing bearing capacity at the moment, and the main tensile stress reaches the tensile strength f of coagulation t At this time, the molar stress circles of the microelements are shown in fig. 6, and the following relationship exists:
in addition, according to the stress relation in the unit body: τ x ＝τ y＝τ and σx ＝σ n The vertical shear stress when the concrete of the shear key of the concave-convex tenon is damaged can be obtained as follows:
for the grouting type tongue-and-groove joint, the invention directly cuts and reduces the coefficient alpha by introducing the adhesive joint s The calculation formula for obtaining the shear bearing capacity of the glued concave-convex tenons is as follows:
Q sk ＝α s τA s ＝1.327α s A s (f t +σ n ) (1-1)
in the formula,αs -reduction coefficient, axial force n=0, i.e. σ, according to pure shear failure test n Calculated, preferably 0.81;
A s the total area (mm) of the shear failure surface of the concave-convex tenon 2 )，Or->
f t Tensile strength (N/mm) of concrete shaft center 2 )；
σ n -joint surface normal stress (MPa), takingWhen the stress rod acts, the stress rod is added>Wherein h is the height (mm) of the joint grouting surface, and b is the width (mm) of the joint;
decomposing the formula (1) as follows:
wherein ：σn Shear key shear capacity under pure shear conditions at=0:
shear load capacity provided by the joint contact surface under axial force:
3. the calculation method and the pure shearing method are used for verification and comparison
Table 2 shows several types of joints using the present derivation formula sigma n Shear key shear capacity under pure shear condition when=0And comparing with the calculation result of the shear key calculation formula of the pure shearing method.
Table 2 comparison of results of pure shear method and grouting tongue and groove joint shear calculation method
| Tenon type tenon | Q Pure shearing method (kN) | Q Grouting type tongue-and-groove (kN) |
| Single tenon short joint | 660.28 | 658.34 |
| Single tenon long joint | 660.28 | 658.34 |
| Double-tenon joint | 796.89 | 794.54 |
From the calculation results of the table, the results of the two calculation methods are basically consistent, so that the correctness of the calculation results of the calculation method under the condition of 0 axial force is verified.
4. The concrete flow of the invention for calculating the bearing capacity of the shear key of the grouting type tongue-and-groove joint
As can be seen from the above description and fig. 7, the method for calculating the shear load capacity of the grouting tongue-and-groove joint according to the present invention comprises the following steps:
step one: and calculating the shearing bearing capacity provided by the joint concave-convex tenons.
For this purpose, the first step comprises the following sub-steps:
step 1.1: calculating the left shearing bearing capacity of the concave-convex tenon through a formula 1:
Q 1M ＝min(Q 1s ,Q 1b ) (1)
wherein ,n is the number of shear keys with bearing stress; w (w) i Is the width (mm) of the shear key; x is x i Height (mm) of the shear key contact surface; f's' c1 Is a sideCompressive strength (N/mm) of concrete on left side of interface 2 ) The method comprises the steps of carrying out a first treatment on the surface of the Alpha is a pressure-bearing coefficient which is equal to 1.0; a, a i Is the length (mm) of the bottom of the left side of the shear key.
Step 1.1: calculating the shear bearing capacity of the right side of the concave-convex tenon through a formula 2:
Q 2M ＝min(Q 2s ,Q 2b ) (2)
wherein ,f' c2 is the compressive strength (N/mm) of the concrete on the right side of the boundary surface 2 )；b i Is the length (mm) of the bottom of the right side of the shear key.
Step two: and calculating the shearing bearing capacity provided by the axial force.
The same is calculated on the left and right sides, respectively, the smaller of which is calculated by formulas 3 and 4 as follows:
left side:
right side:
wherein ,σn Taking the positive stress (MPa) of the joint surface asWhen the force bar of the additional tension device acts,wherein N and T are axial force and stress application bar acting force (kN), h is joint grouting surface height (mm), and b is joint width (mm).
Step three: taking the bearing capacity of the shear keys at the left side and the right side as the shear bearing capacity of the grouting type tongue-and-groove joint, determining the following by the formulas 5 and 6:
shear bearing capacity of left shear key: q (Q) 1 ＝Q 1M +Q 1N (5)
Shear bearing capacity of right shear key: q (Q) 2 ＝Q 2M +Q 2N (6)
And finally, obtaining the shear bearing capacity of the grouting type tongue-and-groove joint through a formula 7:
Q sk ＝min(Q 1 ,Q 2 ) (7)。
it is to be clearly understood that the above description and illustration is made only by way of example and not as a limitation on the disclosure, application or use of the invention. Although embodiments have been described in the embodiments and illustrated in the accompanying drawings, the invention is not limited to the specific examples illustrated by the drawings and described in the embodiments as the best mode presently contemplated for carrying out the teachings of the invention, and the scope of the invention will include any embodiments falling within the foregoing specification and the appended claims.
Claims (4)
1. A calculation method of the shear bearing capacity of a grouting type tongue-and-groove joint is characterized by comprising the following steps:
step one: calculating the shearing bearing capacity provided by the joint concave-convex tenons;
for this purpose, the first step comprises the following sub-steps:
step 1.1: calculating the left shearing bearing capacity of the concave-convex tenon through a formula 1:
Q1M＝min(Q1s,Q1b)(1)
wherein ,n is the number of shear keys with bearing stress; wi is the width of the shear key (mm); xi is the height (mm) of the shear key contact surface; fC 1 is the compressive strength (N/mm 2) of the concrete on the left side of the boundary surface; alpha is a pressure-bearing coefficient which is equal to 1.0; ai is the length (mm) of the bottom of the left side of the shear key;
step 1.2: calculating the shear bearing capacity of the right side of the concave-convex tenon through a formula 2:
Q2M＝min(Q2s,Q2b)(2)
wherein ,f' c2 is the compressive strength (N/mm 2) of the concrete on the right side of the boundary surface; bi is the length (mm) of the right bottom of the shear key;
step two: calculating the shearing bearing capacity provided by the axial force;
also calculated as left and right, respectively, by equations 3 and 4 as follows:
left side:
right side:
wherein sigma n is the normal stress (MPa) of the joint surface, takingWhen the force bar of the additional tension device acts,wherein N and T are axial force and stress application rod acting force (kN) respectively, h is the height (mm) of a joint grouting surface, and b is the joint width (mm);
step three: taking the bearing capacity of the shear keys at the left side and the right side as the shear bearing capacity of the grouting type tongue-and-groove joint, determining the following by the formulas 5 and 6:
shear bearing capacity of left shear key: q1=q1m+q1n (5)
Shear bearing capacity of right shear key: q2=q2m+q2n (6)
And finally, obtaining the shear bearing capacity of the grouting type tongue-and-groove joint through a formula 7:
Qsk＝min(Q1,Q2) (7)。
2. the method for calculating the shear load capacity of the grouting tongue-and-groove joint according to claim 1, wherein the method comprises the following steps of: the shear capacity calculation of the slip-cast tongue and groove joint was determined by a four-point shear failure test of the 1:1 prototype joint.
3. The method for calculating the shear load capacity of the grouting tongue-and-groove joint according to claim 1, wherein the method comprises the following steps of: the grouting tongue-and-groove joint is provided with bosses on the concrete layer, the bosses on two sides are fastened by the stress application bars, an external additional tension device is arranged outside the bosses, and grouting sections are arranged between the concave-convex tongue-and-groove joints between the concrete layers.
4. The method for calculating the shear load capacity of the grouting tongue-and-groove joint according to claim 1, wherein the method comprises the following steps of: the grouting section is an epoxy resin adhesive layer.
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Citations (12)
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|---|---|---|---|---|
| JP2007169968A (en) * | 2005-12-20 | 2007-07-05 | Ohbayashi Corp | Bond stress calculating method, stud shear force calculating method, designing method, and steel plate reinforced concrete structure |
| KR100789697B1 (en) * | 2007-04-03 | 2008-01-03 | 주식회사 지구코퍼레이션 | Interlocking socket typed concrete conduit |
| CN203891211U (en) * | 2014-04-04 | 2014-10-22 | 北京城建设计发展集团股份有限公司 | Mortise grouting type connector of prefabricated structure |
| CN105133751A (en) * | 2015-08-04 | 2015-12-09 | 田淑明 | Steel plate concrete compound shear wall anti-shear connector design method |
| CN107092709A (en) * | 2016-12-30 | 2017-08-25 | 同济大学 | FRP cloth, which is reinforced, changes tenon beam tenon area carrier power computational methods |
| CN108104272A (en) * | 2017-12-12 | 2018-06-01 | 上海市政工程设计研究总院（集团）有限公司 | A kind of shear connector used in steel-concrete combined structure |
| CN108801808A (en) * | 2018-07-05 | 2018-11-13 | 广西大学 | A kind of anti-shear concrete Strength Testing Methods |
| CN110619165A (en) * | 2019-09-09 | 2019-12-27 | 中建三局绿色产业投资有限公司 | Method for determining shear-resisting bearing capacity of horizontal connection connecting beam of fabricated shear wall and application |
| CN110704893A (en) * | 2019-08-19 | 2020-01-17 | 中交公路规划设计院有限公司 | Method for determining rigidity and bearing capacity of shear connector |
| CN110725699A (en) * | 2019-11-27 | 2020-01-24 | 中铁第四勘察设计院集团有限公司 | Shear force measuring method for circular-end-shaped tenon and mortise of shield tunnel segment |
| JP2020172823A (en) * | 2019-04-12 | 2020-10-22 | 清水建設株式会社 | Shear proof stress calculation method |
| CN212358590U (en) * | 2020-05-22 | 2021-01-15 | 柳州欧维姆机械股份有限公司 | Steel tenon key for improving assembling shear strength of precast beam segments |
-
2021
- 2021-05-11 CN CN202110509962.XA patent/CN113221220B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007169968A (en) * | 2005-12-20 | 2007-07-05 | Ohbayashi Corp | Bond stress calculating method, stud shear force calculating method, designing method, and steel plate reinforced concrete structure |
| KR100789697B1 (en) * | 2007-04-03 | 2008-01-03 | 주식회사 지구코퍼레이션 | Interlocking socket typed concrete conduit |
| CN203891211U (en) * | 2014-04-04 | 2014-10-22 | 北京城建设计发展集团股份有限公司 | Mortise grouting type connector of prefabricated structure |
| CN105133751A (en) * | 2015-08-04 | 2015-12-09 | 田淑明 | Steel plate concrete compound shear wall anti-shear connector design method |
| CN107092709A (en) * | 2016-12-30 | 2017-08-25 | 同济大学 | FRP cloth, which is reinforced, changes tenon beam tenon area carrier power computational methods |
| CN108104272A (en) * | 2017-12-12 | 2018-06-01 | 上海市政工程设计研究总院（集团）有限公司 | A kind of shear connector used in steel-concrete combined structure |
| CN108801808A (en) * | 2018-07-05 | 2018-11-13 | 广西大学 | A kind of anti-shear concrete Strength Testing Methods |
| JP2020172823A (en) * | 2019-04-12 | 2020-10-22 | 清水建設株式会社 | Shear proof stress calculation method |
| CN110704893A (en) * | 2019-08-19 | 2020-01-17 | 中交公路规划设计院有限公司 | Method for determining rigidity and bearing capacity of shear connector |
| CN110619165A (en) * | 2019-09-09 | 2019-12-27 | 中建三局绿色产业投资有限公司 | Method for determining shear-resisting bearing capacity of horizontal connection connecting beam of fabricated shear wall and application |
| CN110725699A (en) * | 2019-11-27 | 2020-01-24 | 中铁第四勘察设计院集团有限公司 | Shear force measuring method for circular-end-shaped tenon and mortise of shield tunnel segment |
| CN212358590U (en) * | 2020-05-22 | 2021-01-15 | 柳州欧维姆机械股份有限公司 | Steel tenon key for improving assembling shear strength of precast beam segments |
Non-Patent Citations (3)
| Title |
|---|
| 天津地铁1.2 m管片环间榫式接头抗剪性能分析;张稳军;张琪;张高乐;宋传辉;;地下空间与工程学报(第04期);第90-97、111页 * |
| 沉管隧道管节接头混凝土剪力键压剪破坏试验研究;袁勇;禹海涛;萧文浩;徐国平;蒋至彦;;工程力学(第03期);第154-159、186页 * |
| 装配式地铁车站结构榫槽式接头抗剪性能研究;许学昭;李兆平;朱云超;苏会锋;;土木工程学报(第S2期);第148-153页 * |
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