CN112095920A - Assembled section steel partially-wrapped concrete composite beam and design and construction method thereof - Google Patents
Assembled section steel partially-wrapped concrete composite beam and design and construction method thereof Download PDFInfo
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- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
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Abstract
The invention discloses an assembled section steel partially-wrapped concrete composite beam and a design and construction method thereof, wherein the assembled section steel partially-wrapped concrete composite beam comprises an H-shaped steel partially-wrapped concrete beam, the H-shaped steel partially-wrapped concrete beam comprises a first H-shaped steel beam and concrete partially wrapping the first H-shaped steel beam, two ends of the H-shaped steel partially-wrapped concrete beam are fixedly connected with a second H-shaped steel beam, and the second H-shaped steel beam and the first H-shaped steel beam are made of the same or different materials; the height and the width of the second H-shaped steel beam are the same as those of the first H-shaped steel beam, the thickness of the web of the second H-shaped steel beam is the same as that of the web of the first H-shaped steel beam, and the thickness of the flange of the second H-shaped steel beam is larger than that of the flange of the first H-shaped steel beam. The combined beam has clear structural form and simple and convenient connection, saves the steel consumption and reduces the construction cost.
Description
Technical Field
The invention belongs to an assembled steel-concrete composite beam, and particularly relates to a concrete composite beam partially wrapped by section steel.
Background
The common H-shaped steel beam span has higher structural elastic reserve, and even until the node structure is damaged, the steel beam span is still intact, so that more steel is wasted.
Disclosure of Invention
Aiming at the defects or shortcomings of the prior art, the invention provides an assembled section steel partially-wrapped concrete composite beam.
The combined beam provided by the invention comprises an H-shaped steel part wrapped concrete beam, wherein the H-shaped steel part wrapped concrete beam comprises a first H-shaped steel beam and concrete partially wrapping the first H-shaped steel beam; the height and the width of the second H-shaped steel beam are the same as those of the first H-shaped steel beam, the thickness of the web of the second H-shaped steel beam is the same as that of the web of the first H-shaped steel beam, and the thickness of the flange of the second H-shaped steel beam is larger than that of the flange of the first H-shaped steel beam.
Optionally, the second H-beam is connected to two ends of the first H-beam by a beam-beam joint, and the beam-beam joint includes a weld between the first H-beam and the second H-beam.
Optionally, the second H-beam is connected to two ends of the first H-beam through a beam-beam joint, the beam-beam joint includes a welding seam between the first H-beam and the second H-beam, a connecting plate and a connecting bolt fixedly connected to two sides of a web of the first H-beam and the second H-beam, and a portion of the connecting plate located on the web of the first H-beam is wrapped by concrete.
Optionally, the thickness of the connecting plate is 10mm-20mm larger than that of the web plate of the first H-shaped steel beam or the second H-shaped steel beam.
Optionally, the length of the second H-shaped steel beam is greater than 1.5 times the combined beam height, and the length of the first H-shaped steel beam is greater than or equal to 2 times the length of the second H-shaped steel beam; the height-width ratio of the second H-shaped steel beam is larger than 1.6, the thickness of a web plate is 8mm-12mm, the thickness of a flange is 12mm-16mm, and the thickness of the flange of the first H-shaped steel beam is 6mm-8 mm.
Optionally, the flange of the welding end of the second H-shaped steel beam and the first H-shaped steel beam is weakened in a gradual thickness change manner, and the minimum thickness of the weakened flange of the second H-shaped steel beam is the same as the thickness of the flange of the first H-shaped steel beam.
Meanwhile, the invention also provides a design method of the assembled type section steel part-wrapped concrete composite beam. Therefore, the design method provided by the invention comprises the following steps:
determining the beam height and the beam width according to the total length of the combined beam; determining the height, width and length of the second H-shaped steel beam and the thickness of the web plate and the flange according to the beam height and the beam width; determining the length of the first H-shaped steel beam; and determining the height and width of the first H-shaped steel beam, the thickness of the web plate and the thickness of the flange according to the height and width of the second H-shaped steel beam, the thickness of the web plate and the thickness of the flange.
Further, the design method comprises: determining the beam height and the beam width according to the total length of the combined beam; determining the height, width and length of the second H-shaped steel beam and the thickness of the web plate and the flange according to the beam height and the beam width; determining the length of the first H-shaped steel beam; determining the height and width of the first H-shaped steel beam, the thickness of the web plate and the thickness of the flange according to the height and width of the second H-shaped steel beam, the thickness of the web plate and the thickness of the flange; meanwhile, the mechanical property of the combined beam meets the conditions of a1 and b 1:
condition a 1: design value M of bending resistance bearing capacity of second section steel20.9-1.1 times of design value M of midspan bending resistance and bearing of the composite beam1Design value V of shear resistance of second section steel2The design value V of the shearing resistance and the bearing capacity of the composite beam is equal to 0.9-1.1 times1；
M2＝W2fa2；V2＝hw2tw2fav2；
W2The plastic net section modulus of the second H-shaped steel beam;
fa2the design value of the tensile strength of the second type steel beam steel is obtained;
hw2,tw2the height and the thickness of the second H-shaped steel beam web plate are respectively;
fav2for designing the shear strength of the second type steelA value;
condition b 1: bending resistance bearing design value M at beam-beam connection node3Greater than or equal to the design value M of the bending resistance bearing capacity of the span of the composite beam1Design value V of shear resistance at beam-beam connection node3Shear resistance bearing capacity design value V greater than or equal to composite beam1(ii) a Wherein:
M3＝W1fa1+Mconcrete and its production method，V3＝hw2tw2fv w
W1The plastic net section modulus of the first H-shaped steel beam;
fa1the design value of the tensile strength of the first H-shaped steel beam steel is obtained;
fv wthe design value of the shear strength of the welding seam is obtained;
Mconcrete and its production methodThe design value of the bending resistance bearing capacity of the concrete in the composite beam is obtained.
In some other aspects, the design method includes: determining the beam height and the beam width according to the total length of the combined beam; determining the height, width and length of the second H-shaped steel beam and the thickness of the web plate and the flange according to the beam height and the beam width; determining the length of the first H-shaped steel beam according to the length of the second H-shaped steel beam; determining the height and width of the first H-shaped steel beam, the thickness of the web plate and the thickness of the flange according to the height and width of the second H-shaped steel beam, the thickness of the web plate and the thickness of the flange; meanwhile, the mechanical property of the combined beam meets the conditions of a2 and b 2:
condition a 2: design value M of bending resistance bearing capacity of second section steel20.9-1.1 times of design value M of midspan bending resistance and bearing of the composite beam1Design value V of shear resistance of second section steel2The design value V of the shearing resistance and the bearing capacity of the composite beam is equal to 0.9-1.1 times1；
M2＝W2fa2；V2＝hw2tw2fav2；
W2The plastic net section modulus of the second H-shaped steel beam;
fa2the design value of the tensile strength of the second type steel material;
hw2,tw2the height and the thickness of the web plate of the second H-shaped steel beam are respectively;
fav2the design value of the shear strength of the second type steel;
condition b 2: bending resistance bearing design value M at beam-beam connection node3Greater than or equal to the design value M of the bending resistance bearing capacity of the span of the composite beam1Design value V of shear resistance at beam-beam connection node3Shear resistance bearing capacity design value V greater than or equal to composite beam1；
M3＝85％W1fa1+MConcrete and its production method+2Wlfa1
W1The plastic modulus of the section of the first H-shaped steel beam is shown;
fa1the design value of the tensile strength of the first section steel is;
Wlis the plastic net section modulus of the connecting plate at the beam-beam joint;
Mconcrete and its production methodThe design value of the bending resistance bearing capacity borne by the reinforced concrete in the composite beam is obtained;
fv wthe design value of the shear strength of the welding seam is obtained;
n is the number of high-strength bolts and is more than or equal to 2;
Preferably, the method for constructing a composite girder of the present invention comprises: assembling a first H-shaped steel beam and a second H-shaped steel beam; and secondly, pouring concrete on two sides of the web plate of the first H-shaped steel beam.
Compared with the prior art, the invention has the following advantages:
according to the composite beam, on the basis of a steel structure beam system, the H-shaped steel beam at the middle section is replaced by the part with a thinner flange to wrap the concrete composite structure, and the concrete part replaces the H-shaped steel beam, so that part of the bearing capacity and rigidity of the steel-concrete composite beam are born, the buckling resistance of the composite beam is also improved, the bearing capacity and rigidity of the composite beam are improved under the condition that the beam height is not increased, and the use of a large amount of steel is reduced.
In addition, the three-section structure combination beam can be produced and processed in batches in factories, and has a wide application prospect in the assembly type field.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a schematic structural view of a fabricated section steel partially-wrapped concrete composite beam according to the present invention;
FIG. 2 is a schematic view of a disassembled structure of the fabricated section steel partially-wrapped concrete composite beam according to the present invention;
FIG. 3 is a cross-sectional view of a partially wrapped concrete beam in a composite beam;
FIG. 4 is a schematic view of a beam-to-beam joint structure of the composite beam of the present invention;
FIG. 5 is a schematic view of a loading mechanism of the composite girder according to embodiment 1 of the present invention;
FIG. 6 is a stress cloud of a composite beam according to example 1 of the present invention;
FIG. 7 is a stress cloud of the steel portion (without steel bars) of the composite beam of example 1 of the present invention;
FIG. 8 is a stress cloud of a concrete portion (without reinforcing bars) of a composite beam according to example 1 of the present invention;
FIG. 9 is a stress cloud of the reinforcing bars and longitudinal bars in the composite beam according to example 1 of the present invention;
fig. 10 is a schematic view of the hysteresis curve of the composite beam of embodiment 1 of the present invention.
Detailed Description
Unless otherwise indicated, the terms herein are to be understood in accordance with their ordinary knowledge of those skilled in the art.
In the description of the present invention, it should be construed that the terms "end", "length", "height", "width", "thickness", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed in a particular orientation, and be operated, and thus should not be construed as limiting the present invention.
The H-shaped steel beam (comprising the first H-shaped steel beam and the second H-shaped steel beam) is composed of a web plate and flanges arranged at the upper end and the lower end. The steel section can be manufactured by the modes of welding section steel and steel plates, welding the section steel and the steel plates and the like, and the section steel is preferably adopted.
The midspan bending-resistant bearing design value M of the assembled section steel partially-wrapped concrete composite beam1Designed value V of shear resistance bearing capacity1And calculating according to the standard 'technical regulation of partially filled steel-concrete structure'. Example (c):
V1＝hw1tw1fav；
α1-coefficient of influence of concrete compressive stress in the compression zone, alpha, when the concrete strength rating does not exceed C501Taking 1.0, when the concrete strength grade is C80, alpha1Taking 0.94, and determining the interval according to a linear interpolation method;
fcwthe design value is the concrete compressive strength;
bf-first H-beam width (mm);
tw1-first H-beam web thickness (mm);
x is the distance (mm) from the shaft to the concrete compression edge in the section of the composite beam;
fy,fy' -design values of tensile strength and compressive strength (N/mm) of steel bars in concrete respectively2)；
As,A′s-the cross-sectional areas (mm) of the tensioned and stressed steel bars in the concrete respectively2)；
haEffective section height, i.e. composite beam height(mm)；
f′a,faDesign values of tensile strength and compressive strength of the beam main steel part; the main beam steel part is a first H-shaped steel beam (N/mm)2)；
Ac,AacFull section of the main steel part of the combined beam and section area (mm) of compression area of the main steel part of the beam2)；
tf-first H-section steel beam flange thickness (mm);
as,as' -distance from the tendon engagement point in the tension zone to the tension edge of the concrete, and distance (mm) from the tendon engagement point in the compression zone to the compression edge of the concrete;
Sat,Sacarea moment (mm) of the section of the tension zone beam main steel component and the section of the compression zone beam main steel component to the plastic neutralization shaft of the combined section3)；
hw1-first H-section steel beam web height (mm);
favdesign value of shear strength (N/mm) of beam-column steel member2)。
Referring to fig. 1-2, the fabricated section steel partially-wrapped concrete composite beam of the present invention comprises a section steel partially-wrapped concrete beam 1 and two second H-shaped steel beams 2 at both ends, wherein the partially-wrapped concrete beam 1 is composed of a first H-shaped steel beam 3 and concrete 8 filled in the inner sides (both sides of a web) of upper and lower flanges; the height and the width of the second H-shaped steel beam 2 are the same as those of the first H-shaped steel beam 3, the thickness of a web of the second H-shaped steel beam 2 is the same as that of the web of the first H-shaped steel beam 3, and the thickness of a flange of the second H-shaped steel beam 2 is larger than that of a flange of the first H-shaped steel beam 3; in terms of material selection, the second H-shaped steel beam 2 and the first H-shaped steel beam 3 are made of the same or different materials, and for example, high-strength steel can be selected.
The connection mode of the second H-shaped steel beam 2 and the two ends of the first H-shaped steel beam 3 can select reliable welding with different grades. Further, referring to fig. 1-3, a connection plate 13 and a connection bolt 11 may be provided at the weld, and a portion of the connection plate 13 located at the first H-shaped steel beam is covered or wrapped with concrete 8. In a preferred embodiment, the thickness of the connecting plate 13 is preferably 10mm to 20mm greater than the thickness of the web of the second H-section steel beam 2, and a total of 4 plates on the beam can be selected, and the strength of the connecting plate can be the same as that of the first H-section steel beam of the base material. The connecting bolts can be friction type high-strength bolts, and the number of the connecting bolts can be designed according to the mechanical requirements of the composite beam.
In a further preferred scheme, the flange of the welding end 4 of the second H-shaped steel beam 2 and the first H-shaped steel beam 3 is weakened in a gradual thickness changing mode, namely a transition area exists in the weakened mode, and the minimum thickness of the flange of the second H-shaped steel beam 2 after the weakening is equal to the thickness of the flange of the first H-shaped steel beam 3. After weakening, butt welding is adopted for a web plate and a flange of the welding end of the first H-shaped steel beam 2 and a web plate and a flange corresponding to the H-shaped steel beam 3 in the section steel part wrapped concrete combination section, arc welding is adopted for welding, and the quality of a welding line is preferably more than two levels. Preferably, the slope θ of the weakened transition region is designed according to the requirement of resisting dynamic load and is generally smaller than
In a specific embodiment, the concrete 8 is of a proper structure or/and grade according to the overall performance requirement of the composite beam, for example, the concrete 8 can be high-strength concrete or high-strength grouting material; furthermore, steel fittings such as stirrups 5, longitudinal bars 6, shear connectors 7, connecting rods and the like can be arranged in the concrete 8; and in the conventional construction process of the installation field, smooth round steel bars with proper sizes are selected for the stirrups 5 and the longitudinal bars 6, derusting treatment is carried out before construction, and the shear connectors 7 are selected according to the specifications.
When the combined beam is designed, the related dimension of the second H-shaped steel beam can be determined according to the dimension and the mechanical requirement of the combined beam by adopting the conventional design method, and then the related dimension of the first H-shaped steel beam is determined.
Based on the scheme, the current situation and requirements of the existing engineering are combined, the optimized composite beam ensures that the generated plastic hinge area is positioned on the second H-shaped steel beam 2, and on the basis of the scheme, the length a of the second H-shaped steel beam 2 is larger than 1.5 times of the beam height H1The length b of the first H-shaped steel beam 4 is preferably more than or equal to 2 a; the height-width ratio H of the second H-shaped steel beam 21/b1Preferably more than 1.6 times, and web thickness tw1Taking the thickness t of the flange of 8mm-12mmf1Taking the height-width ratio H of the first H-shaped steel beam 3 of 12mm-16mm2/b2The height-width ratio H of the second H-shaped steel beam 21/b1Consistent, 3-flange thickness t of the first H-shaped steel beamf2＝tf1Δ, Δ is preferably from 8mm to 12mm, depending on the selected cross-section. Specific examples are as follows:
example 1:
the total length of the specific exemplary composite beam is 4400mm, and according to the total beam length and the design principle of a steel structure, the height of the composite beam is determined to be 400mm, and the width of the composite beam is determined to be 250 mm;
the height and the width of the second H-shaped steel beam are respectively the beam height and the beam width of the combined beam; in the embodiment, the length of the second H-shaped steel beam is 1.7 times of the height H of the combined beam, namely the length of the second H-shaped steel beam 2 is 700 mm; the length b of the first H-shaped steel beam is 3000 mm;
according to the height and the width of the main beam, the conventional steel structure design principle is adopted, common dimensions are adopted, the thickness of a web plate of the second H-shaped steel beam is determined to be 10mm, the thickness of a flange is determined to be 14mm, and the section dimension H of the second H-shaped steel beam is determined2×b2×tw2×tf2400mm × 250mm × 10mm × 14 mm;
the flange thickness of the first H-shaped steel beam is 8mm, and the section size H1×b1×tw1×tf1400mm × 250mm × 10mm × 8 mm;
the flange weakening transition area gradient tan theta of the welding end of the second H-shaped steel beam is 4, namely the length of the flange transition area is 24 mm;
the second H-shaped steel beam and the first H-shaped steel beam 4 are made of Q345(B) type steel materials; design value f of tensile strength of first H-shaped steela1And the design value f of the tensile strength of the second type steel materiala2Are all 310N/mm2(ii) a Shear strength design value f of first H-shaped steel beamav1And the design value f of the shear strength of the second H-shaped steel beamav2Are all 180N/mm2；
Calculating the plastic net section modulus W of the second H-shaped steel beam according to the plastic section modulus formula2Is 1696960mm3Plastic modulus W of first H-shaped steel beam section1Is 1402612.9mm3；
The stirrup 5 is a smooth round steel bar with the diameter of phi 6@150, and the length of the two directions is 324mm multiplied by 90 mm;
the longitudinal ribs 6 are smooth round steel ribs with the diameter of 8mm, and the length of the smooth round steel ribs is 3000 mm; design value f of tensile strength of longitudinal baryIs 300N/mm2；
The shear resistant stud 7 (shear resistant connector) has a length h selected according to the specificationsIs 90mm, the diameter d is 14 mm;
selecting high-strength concrete of C60 as the concrete 8;
determining the design value M of the bending resistance bearing capacity borne by the concrete in the composite beam according to the calculation formula of the bending resistance bearing capacity of the concreteConcrete and its production method54.84 kN.m;
and the relevant dimensions or mechanical parameters simultaneously satisfy the constraint conditions: m2≈M1<M3；V2≈V1<V3；
The calculation can obtain:
M2＝W2fa2＝1696960mm3×310kN/mm＝526.06kN·m；
V1＝hw1tw1fav＝384mm·10mm·180kN/mm2·10^-3＝691.2kN；
V2＝hw2tw2fav2＝384mm·10mm·180kN/mm2·0.001＝691.2kN；
FIG. 5 is a schematic view of a cyclic reciprocating loading mechanism of the composite beam according to embodiment 1 of the present invention; FIG. 6 is a stress cloud of a composite beam according to example 1 of the present invention; the figure shows that the stress condition of the composite beam is good, and the two ends of the beam generate plastic hinges under the action of ultimate load; FIG. 7 shows that the stress condition of the steel material is good in the cyclic reciprocating loading; FIG. 8 shows that the steel material is stressed well in the cyclic reciprocating loading; FIG. 9 shows that the force applied to the reinforcing steel bar is good during cyclic loading; FIG. 10 is a hysteresis curve of a span of a composite beam, and the hysteresis curve is obtained by a pseudo-static test by simulating the stress of an actual working condition in the test; the figure illustrates that the hysteresis curve is full and the shock resistance is good.
Example 2:
different from the above embodiment 1, the beam-beam connection node of the composite beam in this embodiment 2 adopts a secondary weld, and does not adopt a connection plate and a high-strength bolt at the beam-beam position, and the design thereof satisfies the following conditions:
V1＝hw1tw1fav＝384mm·10mm·180kN/mm2·0.001＝691.2kN；
M2＝W2fa2＝526.06kN·m；
V2＝hw2tw2fav2＝384mm·10mm·180kN/mm2·0.001＝691.2kN；
M3＝W1fa1+Mconcrete and its production method＝1402612.9mm3·310N/mm2×10^-6+54.84kN·m＝489.62kN；
V3＝hw2tw2fv w＝(384mm×10mm×180N/mm2)×10^-3＝691.2kN。
Comparative example 1:
in contrast to examples 1 and 2, the comparative example element consists of a 4400mm beam, the section steel is made of Q345(B) section steel material, the length is 4400mm, and the section dimension is the corresponding dimension H of the first H-shaped steel beam1×b1×tw1×tf1400mm × 250mm × 10mm × 8 mm;
the same beam corresponds to M in example 1, example 21,M2,M3Are all equal to each other,namely M1＝M2＝M3526.06kN · m; and V is1,V2,V3Are also all equal, i.e. V1＝V2＝V3＝691.2kN；
Calculated by steel materials, the steel materials of example 1 are saved by 5 percent compared with comparative example 1, and the steel materials of example 2 are saved by 18.32 percent compared with comparative example 1;
in the embodiment 1 and the embodiment 2, the concrete is adopted to replace the concrete, and the steel is saved under the condition of meeting the strength requirement.
During construction of the composite beam, the preferable construction process is that the concrete 8 is poured later than the assembly of the first H-shaped steel beam and the second H-shaped steel beam, and the rest of the construction processes adopt conventional methods in the field. The specific implementation method comprises the following steps:
the method comprises the following steps: selecting two H-shaped steel beams 2 and 3 with proper length and size according to requirements, and connecting a clamping plate 13;
step two: the prefabricated composite beam comprises stirrups 5, longitudinal reinforcements 6 and a shear connector 7 which are required by the prefabricated composite beam;
step three: fixing a second H-shaped steel beam 2 in place, cutting a weakening transition area on a flange at one end of the second H-shaped steel beam 2, wherein a cutting part is positioned on the inner side of the flange, punching a welding end web plate in place according to the size of a selected connecting splint 13, fixing a first H-shaped steel beam 3 in place, welding stirrups 5 along the length direction of the beam, fixedly welding a shear connector 7, and binding longitudinal ribs 6;
punching a web plate at the welding end in place, adopting electric arc welding to butt-weld the web plate and the flange of the second H-shaped steel beam 2 and the first H-shaped steel beam 3, aligning the outer sides of the flanges, and performing sand blasting treatment before welding; punching is carried out on the connecting clamping plate 13, and a web plate of the second H-shaped steel beam 2 and the first H-shaped steel beam 3 is fixedly connected by using a friction type high-strength bolt;
step four: and (3) supporting a formwork, pouring concrete twice, pouring the concrete on one side of the formwork on the other side after initial setting, and standing the composite beam for maintenance on two sides after initial setting on the other side of the formwork.
Claims (10)
1. The assembled section steel part-wrapped concrete combined beam comprises an H-shaped steel part-wrapped concrete beam, wherein the H-shaped steel part-wrapped concrete beam comprises a first H-shaped steel beam and concrete partially wrapping the first H-shaped steel beam; the height and the width of the second H-shaped steel beam are the same as those of the first H-shaped steel beam, the thickness of the web of the second H-shaped steel beam is the same as that of the web of the first H-shaped steel beam, and the thickness of the flange of the second H-shaped steel beam is larger than that of the flange of the first H-shaped steel beam.
2. The fabricated section steel partially-wrapped concrete composite beam according to claim 1, wherein the second H-shaped steel beam is connected at both ends of the first H-shaped steel beam by a beam-beam joint, the beam-beam joint comprising a weld between the first H-shaped steel beam and the second H-shaped steel beam.
3. The fabricated section steel partially-wrapped concrete composite beam according to claim 1, wherein the second H-shaped steel beam is connected to both ends of the first H-shaped steel beam through a beam-beam joint, the beam-beam joint comprises a welding seam between the first H-shaped steel beam and the second H-shaped steel beam, a connecting plate fixedly connected to both sides of a web of the first H-shaped steel beam and the second H-shaped steel beam, and a connecting bolt, and a portion of the connecting plate located at the web of the first H-shaped steel beam is wrapped with concrete.
4. The fabricated section steel partially-wrapped concrete composite beam according to claim 3, wherein the thickness of the connection plate is 10mm to 20mm greater than the thickness of the web of the first H-shaped steel beam or the second H-shaped steel beam.
5. The fabricated section steel partially-wrapped concrete composite beam according to claim 1, 2, 3 or 4, wherein the length of the second H-shaped steel beam is greater than 1.5 times the height of the composite beam, while the length of the first H-shaped steel beam is greater than or equal to 2 times the length of the second H-shaped steel beam; the height-width ratio of the second H-shaped steel beam is larger than 1.6, the thickness of a web plate is 8mm-12mm, the thickness of a flange is 12mm-16mm, and the thickness of the flange of the first H-shaped steel beam is 6mm-8 mm.
6. The fabricated section steel partially-wrapped concrete composite beam as claimed in claim 1 or 2, wherein the flange of the welded end of the second H-section steel beam and the first H-section steel beam has a gradually weakened thickness, and the minimum thickness of the weakened flange of the second H-section steel beam is the same as the thickness of the flange of the first H-section steel beam.
7. The method for designing the fabricated section steel partially-wrapped concrete composite beam as set forth in claim 1, wherein:
determining the beam height and the beam width according to the total length of the combined beam;
determining the height, width and length of the second H-shaped steel beam and the thickness of the web plate and the flange according to the beam height and the beam width; determining the length of the first H-shaped steel beam;
and determining the height and width of the first H-shaped steel beam, the thickness of the web plate and the thickness of the flange according to the height and width of the second H-shaped steel beam, the thickness of the web plate and the thickness of the flange.
8. The method for designing an assembled type steel section partially-wrapped concrete composite beam as claimed in claim 2, wherein: the method comprises the following steps:
determining the beam height and the beam width according to the total length of the combined beam;
determining the height, width and length of the second H-shaped steel beam and the thickness of the web plate and the flange according to the beam height and the beam width; determining the length of the first H-shaped steel beam;
determining the height and width of the first H-shaped steel beam, the thickness of the web plate and the thickness of the flange according to the height and width of the second H-shaped steel beam, the thickness of the web plate and the thickness of the flange; meanwhile, the mechanical property of the combined beam meets the conditions of a1 and b 1:
condition a 1: design value M of bending resistance bearing capacity of second section steel20.9-1.1 times of design value M of midspan bending resistance and bearing of the composite beam1Design value V of shear resistance of second section steel2The design value V of the shearing resistance and the bearing capacity of the composite beam is equal to 0.9-1.1 times1；
M2＝W2fa2；V2＝hw2tw2fav2；
W2The plastic net section modulus of the second H-shaped steel beam;
fa2the design value of the tensile strength of the second type steel beam steel is obtained;
hw2,tw2the height and the thickness of the second H-shaped steel beam web plate are respectively;
fav2the design value of the shear strength of the second type steel;
condition b 1: bending resistance bearing design value M at beam-beam connection node3Greater than or equal to the design value M of the bending resistance bearing capacity of the span of the composite beam1Design value V of shear resistance at beam-beam connection node3Shear resistance bearing capacity design value V greater than or equal to composite beam1(ii) a Wherein:
M3＝W1fa1+Mconcrete and its production method，V3＝hw2tw2fv w
W1The plastic net section modulus of the first H-shaped steel beam;
fa1the design value of the tensile strength of the first H-shaped steel beam steel is obtained;
fv wthe design value of the shear strength of the welding seam is obtained;
Mconcrete and its production methodThe design value of the bending resistance bearing capacity of the concrete in the composite beam is obtained.
9. The method for designing the fabricated section steel partially-wrapped concrete composite beam according to claim 3, wherein: the method further comprises the following steps:
determining the beam height and the beam width according to the total length of the combined beam;
determining the height, width and length of the second H-shaped steel beam and the thickness of the web plate and the flange according to the beam height and the beam width;
determining the length of the first H-shaped steel beam according to the length of the second H-shaped steel beam;
determining the height and width of the first H-shaped steel beam, the thickness of the web plate and the thickness of the flange according to the height and width of the second H-shaped steel beam, the thickness of the web plate and the thickness of the flange; meanwhile, the mechanical property of the combined beam meets the conditions of a2 and b 2:
condition a 2: design value M of bending resistance bearing capacity of second section steel20.9-1.1 times of design value M of midspan bending resistance and bearing of the composite beam1Design value V of shear resistance of second section steel2The design value V of the shearing resistance and the bearing capacity of the composite beam is equal to 0.9-1.1 times1；
M2＝W2fa2；V2＝hw2tw2fav2；
W2The plastic net section modulus of the second H-shaped steel beam;
fa2the design value of the tensile strength of the second type steel material;
hw2,tw2the height and the thickness of the web plate of the second H-shaped steel beam are respectively;
fav2the design value of the shear strength of the second type steel;
condition b 2: bending resistance bearing design value M at beam-beam connection node3Greater than or equal to the design value M of the bending resistance bearing capacity of the span of the composite beam1Design value V of shear resistance at beam-beam connection node3Shear resistance bearing capacity design value V greater than or equal to composite beam1；
M3＝85％W1fa1+MConcrete and its production method+2Wlfa1
W1The plastic modulus of the section of the first H-shaped steel beam is shown;
fa1the design value of the tensile strength of the first section steel is;
Wlis the plastic net section modulus of the connecting plate at the beam-beam joint;
Mconcrete and its production methodThe design value of the bending resistance bearing capacity borne by the reinforced concrete in the composite beam is obtained;
fv wdesigned value for shear strength of welding seam；
n is the number of high-strength bolts and is more than or equal to 2;
10. The method for constructing the fabricated section steel partially-wrapped concrete composite beam according to claim 1, comprising:
assembling a first H-shaped steel beam and a second H-shaped steel beam;
and secondly, pouring concrete on two sides of the web plate of the first H-shaped steel beam.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112709326A (en) * | 2020-12-22 | 2021-04-27 | 江苏中锐华东建筑设计研究院有限公司 | Assembled building coupling assembling convenient to installation |
| CN113565261A (en) * | 2021-05-14 | 2021-10-29 | 姚攀峰 | Variable-rigidity steel box concrete composite beam, structure and construction method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000144906A (en) * | 1998-09-07 | 2000-05-26 | Sumitomo Metal Ind Ltd | Column/beam joint section between cft structural column and src structural beam and beam main bar fixing metal fixture |
| JP2000144905A (en) * | 1998-11-12 | 2000-05-26 | Ohbayashi Corp | Mixed structural beam |
| JP2000213061A (en) * | 1999-01-26 | 2000-08-02 | Taisei Corp | Connection section structure between concrete-filled steel pipe column and steel frame beam |
| KR100808057B1 (en) * | 2007-04-11 | 2008-02-28 | (주)엠씨에스공법 | Composite beam and construction method using the same |
| KR100891933B1 (en) * | 2007-11-20 | 2009-04-08 | (주)크로스구조연구소기술사사무소 | Composite beam making method using t-typed channel beam and structure construction method thereof |
| KR20090093524A (en) * | 2008-02-29 | 2009-09-02 | 에스에이치공사 | Connecting structure for form-less column and steel beams, and constructing method thereof |
| US20110265422A1 (en) * | 2009-01-12 | 2011-11-03 | Neo Cross Structure Engineering Co.,Ltd. | Method for manufacturing a composite beam using t-type steel and method for constructing a structure using the same |
| KR101456391B1 (en) * | 2013-09-10 | 2014-11-03 | 주식회사 디알비동일 | Formed steel beam with holes and structure of composite floor |
-
2020
- 2020-08-21 CN CN202010849649.6A patent/CN112095920A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000144906A (en) * | 1998-09-07 | 2000-05-26 | Sumitomo Metal Ind Ltd | Column/beam joint section between cft structural column and src structural beam and beam main bar fixing metal fixture |
| JP2000144905A (en) * | 1998-11-12 | 2000-05-26 | Ohbayashi Corp | Mixed structural beam |
| JP2000213061A (en) * | 1999-01-26 | 2000-08-02 | Taisei Corp | Connection section structure between concrete-filled steel pipe column and steel frame beam |
| KR100808057B1 (en) * | 2007-04-11 | 2008-02-28 | (주)엠씨에스공법 | Composite beam and construction method using the same |
| KR100891933B1 (en) * | 2007-11-20 | 2009-04-08 | (주)크로스구조연구소기술사사무소 | Composite beam making method using t-typed channel beam and structure construction method thereof |
| KR20090093524A (en) * | 2008-02-29 | 2009-09-02 | 에스에이치공사 | Connecting structure for form-less column and steel beams, and constructing method thereof |
| US20110265422A1 (en) * | 2009-01-12 | 2011-11-03 | Neo Cross Structure Engineering Co.,Ltd. | Method for manufacturing a composite beam using t-type steel and method for constructing a structure using the same |
| KR101456391B1 (en) * | 2013-09-10 | 2014-11-03 | 주식회사 디알비동일 | Formed steel beam with holes and structure of composite floor |
Non-Patent Citations (2)
| Title |
|---|
| 严正庭等编: "《建筑结构快速设计手册》", 31 May 1998, 中国建筑工业出版社 * |
| 简明钢与组合结构设计施工资料集成编委会: "《简明钢与组合结构设计施工资料集成》", 30 April 2005, 中国电力出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112709326A (en) * | 2020-12-22 | 2021-04-27 | 江苏中锐华东建筑设计研究院有限公司 | Assembled building coupling assembling convenient to installation |
| CN113565261A (en) * | 2021-05-14 | 2021-10-29 | 姚攀峰 | Variable-rigidity steel box concrete composite beam, structure and construction method |
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