CN117574522B - Square column member minimum hoop matching rate calculation method based on steel fibers and high-strength longitudinal ribs - Google Patents
Square column member minimum hoop matching rate calculation method based on steel fibers and high-strength longitudinal ribs Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 59
- 239000010959 steel Substances 0.000 title claims abstract description 59
- 239000000835 fiber Substances 0.000 title claims abstract description 37
- 238000004364 calculation method Methods 0.000 title abstract description 13
- 239000004567 concrete Substances 0.000 claims abstract description 19
- 238000000034 method Methods 0.000 claims abstract description 8
- 238000013461 design Methods 0.000 abstract description 18
- 238000012545 processing Methods 0.000 abstract description 2
- 238000000547 structure data Methods 0.000 abstract description 2
- 239000000463 material Substances 0.000 description 6
- 238000012360 testing method Methods 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000004458 analytical method Methods 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
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- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012625 in-situ measurement Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 238000012552 review Methods 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
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Abstract
The invention belongs to the field of civil engineering structure data processing, and particularly relates to a method for calculating the minimum hooping rate of a square column member based on steel fibers and high-strength longitudinal ribs. The invention provides a formula for calculating the minimum hooping rate of a square column member added with steel fibers and high-strength longitudinal ribs, so that the problem that the existing concrete column member adopting the steel fibers and the high-strength longitudinal ribs lacks an applicable calculation formula in design checking calculation is solved, the hooping rate limit of the square column member based on the steel fibers and the high-strength longitudinal ribs is accurately calculated, the design purpose of the given column member can be realized by using lower hooping rate under the same column strength, and a practical reference basis is provided for the application of the steel fibers combined with the high-strength longitudinal ribs in practical engineering.
Description
Technical Field
The invention belongs to the field of civil engineering structure data processing, and particularly relates to a method for calculating the minimum hooping rate of a square column member based on steel fibers and high-strength longitudinal ribs.
Background
The building engineering is an important embodiment of urban development, and is also a main field of social and natural resource consumption. The application ratio of the reinforced concrete structure in new construction projects is over 60%, and the steel bars are used as main components of the structure, so that the excessive consumption of the reinforced concrete structure is one of main factors causing the consumption of natural resources and even the deterioration of the environment. Therefore, developing and using high-strength steel bars is one of the important measures for reducing the consumption of building resources and ensuring sustainable development.
The application technology of high-strength steel is one of 10 new technologies of the construction industry which are currently and mainly popularized and applied. With the increasing demand for high strength steel, a great deal of research is being conducted in the industry on the component morphology and production process of hot rolled high strength steel bars. Although a series of mature manufacturing processes are formed for high-strength steel bars with yield strength exceeding 600MPa, the strength of the high-strength steel bars applied in the current engineering practice is still relatively conservative due to the limited regulations of the existing design specifications. For example, building code ACI 318 limits the yield strength of steel bars to 550 MPa; the CEB-FIP model specification only specifies the use requirements of the reinforcing steel bars below 500 levels; likewise, AS 3600, although expanding the strength range of the rebar and introducing 600MPa rebar in 2018, has not preceded the use of higher strength high strength rebar; in contrast to the design specifications described above, GB50010 provides a yield strength of even only 500MPa. In addition, the strength design of the high-strength steel bars applied in engineering practice is more conservative and is 300-400 MPa; the strength of the steel bars adopted in the non-prestressed concrete structure is respectively 235MPa of yield strength, 335MPa of yield strength and 400MPa of yield strength as specified in GB50010-2002 of concrete structure design Specification and GB50011-2001 of building earthquake-resistant design Specification, wherein the use amount of the steel bars at the level of 400MPa only accounts for about 10% of the total use amount of the steel bars; the steel bars with higher yield strength of 500MPa and above are not listed in the specification at present, so that no reference ratio is available when the situation is met, and related operation data are lacking, so that the conventional formula is more suitable for common steel bars and is not suitable for high-strength steel bars.
In view of this, the applicant has filed an invention patent entitled "a reinforcing bar column member based on high-strength stirrup" with patent publication number "CN219138152U", which can maximally exert the strength performance of the high-strength reinforcing bar. However, the text above is more configured with reinforcing rib column members for high-strength stirrups at present, and along with the gradual use of steel fiber concrete composite materials with better mechanical properties and durability, a method for calculating the minimum hoop matching rate of square column members based on steel fibers and high-strength longitudinal ribs is to be developed so as to fill the blank of the area, solve the problem that the conventional concrete column members adopting the steel fibers and the high-strength longitudinal ribs lack an applicable calculation formula in design and checking calculation, and provide practical reference for the application of the steel fibers combined with the high-strength longitudinal ribs in practical engineering.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a method for calculating the minimum hooping rate of a square column member based on steel fibers and high-strength longitudinal ribs, which solves the problem that the existing concrete column member adopting the steel fibers and the high-strength longitudinal ribs lacks an applicable formula in design and checking, and accurately calculates the hooping rate limit of the square column member based on the steel fibers and the high-strength longitudinal ribs so as to realize the design and application purposes of the given column member by using lower hooping rate under the same column strength, and finally provides a practical reference for the practical engineering application of the steel fibers combined with the high-strength longitudinal ribs.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
the method for calculating the minimum hooping rate of the square column member based on the steel fibers and the high-strength longitudinal ribs is characterized in that the minimum hooping rate of the square column member after the steel fibers and the high-strength longitudinal ribs are added is calculated according to the following stepsβ：
Wherein:
V f is the ratio of the volume of steel fiber to the volume of square column member;
f c the concrete compressive strength standard value of the square column member;
f y yield strength of stirrups in square column members;
k e is a shape factor;
bthe cross-sectional width of the square column member;
b’is the width of the core region of the square pillar member.
Preferably, the form factork e The values of (2) are as follows:
wherein:
s is the interval between adjacent stirrups in the square column member;
preferably, the yield strength of the high-strength longitudinal bars is 600MPa to 750MPa.
The invention has the beneficial effects that:
the invention aims at the occasion of taking steel fiber concrete as a concrete material and taking longitudinal bars as high-strength steel bars, thereby providing a set of simplified calculation thought, providing basic guarantee for reasonably calculating the material proportion, and finally aiming at achieving the aim of maximally exerting the self-strength performance of the high-strength steel bars.
Furthermore, the invention calculates the minimum hoop matching rate, and after the minimum hoop matching rate is defined, the corresponding high-strength longitudinal ribs can be naturally configured, so that the column member can finally meet the set use requirement. The formula shows that the highest value of the hoop matching rate is theoretically infinite and is limited by the production cost, namely, the higher the hoop matching rate is, the cost naturally rises, and the highest value is limited according to the site construction cost in practice; therefore, in practical design, the minimum fitting rate (i.e., the minimum fitting rate) is considered to be as close to or equal to the minimum value as possible, so that the lower fitting rate can be used for realizing the design and application purposes of the given column member under the same column strength, thereby achieving the effect of saving the consumption of steel and member materials.
The invention is based on theoretical parameter analysis and post-test statistics, and the related hooping rate is adjusted by comprehensively considering the influences of factors such as the volume ratio of steel fiber to square column components, the standard value of compressive strength of concrete, the yield strength of hooping, the corresponding width of square column components and the like, so that the calculation method is more in line with the normal use limit state requirement of the high-strength reinforced concrete column components in engineering practice, thereby defining the minimum standard of normal use values by the limit value and providing practical reference for the application of the steel fiber combined high-strength longitudinal ribs in practical engineering.
Drawings
FIG. 1 is a schematic diagram of the cross-sectional structure of the column body of example 1;
FIG. 2 is a schematic diagram showing the longitudinal sectional structure of the column body of example 1;
fig. 3 is a graph comparing load strain curves of the column body of example 1.
The actual correspondence between each label and the component name of the invention is as follows:
10-column body; 20-stirrups; 30-high-strength longitudinal ribs; 40-steel fiber.
Detailed Description
For ease of understanding, the reference structure and computing means of the present invention are further described herein below with reference to FIGS. 1-3:
example 1
In this embodiment, the square column member based on the addition of the steel fibers and having the high-strength longitudinal bars 30 includes the column body 10, and the stirrups 20, the high-strength longitudinal bars 30, and the steel fibers 40 arranged in the column body 10. As can be seen from fig. 1-2, the stirrups 20 are circumferentially distributed along the column body 10, and the high-strength longitudinal ribs 30 are formed by extending axially along the column body 10.
For the high-strength longitudinal bars 30, when selected, high-strength bars with yield strength of 600MPa to 750MPa can be used; of course, lower strength can also meet the design requirements.
During specific calculation, the overall design flow comprises:
the ratio of the volume of the stirrup 20 to the volume of concrete in the column body 10 is defined as the stirrup rateθHoop distribution rateθThe value of (2) is obtained by the following formula:
θ
min
=β
wherein:
βminimum hooping rate for stirrups in square column members;
V f the ratio of the volume of the steel fiber to the volume of the square column member is obtained by the doping amount of the steel fiber;
f c the standard value of the concrete compressive strength of the square column member is obtained through an on-site concrete axle center compressive test, and the simple design can be obtained by consulting the concrete structural design specification;
f y the yield strength of stirrups in square column members is obtained through an on-site steel bar tension experiment, and the simple design can be obtained by consulting the design specification of a concrete structure;
k e is a shape factor;
bthe cross-sectional width of the square column member is obtained by on-site measurement;
b’the width of the core region of the square column member was obtained by in-situ measurement.
After the corresponding hoop matching rate is obtained, the square column member with the hoops 20, the high-strength longitudinal bars 30 and the steel fibers 40 meeting the requirements can be formed by matching the conventional high-strength longitudinal bars 30 and the steel fibers 40.
Further, referring to experimental data obtained in the "635 MPa-level hot-rolled high-strength steel bar constraint steel fiber concrete short column compression performance and bearing capacity calculation method research" of Lin Wei, the column body 10 is made of concrete material with C80 strength grade, and the actual strength is measured by an on-site concrete axle center compression experimentf c Is 59.85MPa, and stirrups 20 and high-strength longitudinal bars 30 are arranged in the column body 10 to form a test piece.
Meanwhile, four 715.32MPa high-strength steel bars with the thickness of 10mm are adopted as the high-strength longitudinal bars 30, the elastic modulus is 203000MPa, and the hoop matching rate is 0.97%. The column body 10 has a square cross section, a cross section size of 180mm×180mm, a height of 650mm, a width of 122mm in the concrete core area, and a tensile strength of the stirrup 20f ty =710 MPa; the mixing amount of the steel fiber is 1.20 percent, namelyV f =1.2%。
Yield strain of the high-strength vertical bar 30 at this time:
the form factor given by the present inventionk e Is substituted into a minimum collar rate calculation formula to obtain:
and (3) calculating:
β=0.027322。
for further verification, the same brand of stirrup 20 and high strength longitudinal bar 30 were tested and studied in a finite element analysis of the HSFC-A31 member (with a ferrule rate of 0.0309, i.e., greater than 0.027322) and the HSFC-A32 member (with a ferrule rate of 0.0103, i.e., less than 0.027322) and its HSFC-A01 member (with a ferrule rate of 0.0155, i.e., less than 0.027322), respectively, to obtain a comparative graph of the test data shown in FIG. 3.
As can be seen from the load strain curve comparison of the test piece shown in fig. 3:
as can be seen from the calculations of the present invention, when peak loads are reached, neither the HSFC-A01 component nor the HSFC-A32 component has a yield strain of 0.00352; when the HSFC-A31 component reaches peak load, the longitudinal strain reaches 0.00352, and the longitudinal reinforcing steel bar is subjected to yielding, so that the material strength is fully exerted. More specifically, the HSFC-A01 component and the HSFC-A32 component do not meet the minimum collar ratio 0.027322, and a review of the component load strain curve in the cited document (i.e., FIG. 3) shows that when peak load is reached, neither the longitudinal strain of the HSFC-A01 component nor the HSFC-A32 component reaches a yield strain of 0.00352; and when the HSFC-A31 component meeting the requirement of the minimum hoop matching rate 0.027322 reaches the peak load, the longitudinal strain of the component reaches the yield strain of 0.00352, and the longitudinal reinforcing steel bar is already yielding at the moment, so that the material strength is fully exerted, and the invention is characterized by economy and rigor. Meanwhile, the actual experimental result and the calculation result of the invention are completely in line, and the ductility and strength of the column provided with the steel fiber and the high-strength steel bar are greatly improved, so that the practicability of the invention is also shown.
It will be understood by those skilled in the art that the present invention is not limited to the details of the foregoing exemplary embodiments, but includes the same or similar manner which may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description.
Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.
The technical sections of the present invention that are not described in detail are known in the art.
Claims (3)
1. The method for calculating the minimum hooping rate of the square column member based on the steel fibers and the high-strength longitudinal ribs is characterized in that the minimum hooping rate of the square column member after the steel fibers and the high-strength longitudinal ribs are added is calculated according to the following stepsβ：
Wherein:
V f is the ratio of the volume of steel fiber to the volume of square column member;
f c the concrete compressive strength standard value of the square column member;
f y yield strength of stirrups in square column members;
k e is a shape factor;
bthe cross-sectional width of the square column member;
b’is the width of the core region of the square pillar member.
2. The method for calculating the minimum hooping rate of the square column member based on the steel fibers and the high-strength longitudinal ribs according to claim 1, wherein the shape factor is as followsk e The values of (2) are as follows:
wherein:
s is the spacing between adjacent stirrups in the square column member.
3. The method for calculating the minimum hoop percentage of the square column member based on the steel fibers and the high-strength longitudinal ribs according to claim 1 or 2, which is characterized in that: the yield strength of the high-strength longitudinal bar is 600MPa to 750MPa.
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