Combined wall extending into ground and method for calculating normal section bearing capacity thereof

Abstract

The application discloses a combined wall extending into the ground, which comprises a basement outer wall and a steel pipe concrete beam shear wall, the lower part of the steel pipe concrete beam shear wall falls into the foundation of the basement outer wall; and in the height direction overlapping part, the basement outer wall forms full package setting or half package setting for the steel pipe concrete beam shear wall. The lower part of the steel pipe concrete beam shear wall falls into the foundation of the basement outer wall, and meanwhile, the basement outer wall forms full package setting or half package setting for the steel pipe concrete beam shear wall, so that the basement outer wall and the steel pipe concrete beam shear wall are combined, the thickness of the whole basement outer wall is reduced, and the usable area of the basement is correspondingly increased. Since the steel pipe beam partition plate is incorporated into the cross-section bearing capacity calculation, the reinforcement of the basement outer wall is relatively significantly reduced, and the problem of unreasonable combination structure of the two walls when the steel pipe concrete beam shear wall just falls within the range of the basement outer wall is effectively solved. The application further discloses a calculation method of the normal section bearing capacity of the combined wall extending into the ground.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of building technology, more particularly, to a combined wall extending into the ground, and to a method for calculating the normal section bearing capacity of the combined wall extending into the ground. BACKGROUND

[0002] The basement outer wall generally only bears external water and soil pressure. When the steel pipe concrete bundle shear wall falls within the range of the basement outer wall, the corresponding basement outer wall also needs to bear the load of the upper main structure. There are mainly two methods.

[0003] One method is that, except for the wing wall, the upper steel pipe concrete bundle shear wall stops at the basement roof, and a reinforced concrete wall is used in the basement, with a wall thickness of generally 400 mm, which functions to block soil and bear the load transmitted by the upper shear wall. This method was often used in early designs, but because the steel pipe bundle does not directly fall to the foundation, whether the node stiffness and strength meet the requirements are questioned, and this method is basically not used at present.

[0004] The other method is that the steel pipe concrete bundle shear wall directly falls to the foundation, and the basement outer wall is additionally made to be close to the shear wall. The basement outer wall has a wall thickness of generally 300 mm. This method has clear stress and is the commonly used method at present. Because the horizontal construction joint of the basement outer wall needs to be left at a position not less than 300 mm on the surface of the bottom plate, the structure is relatively complex for the convenience of welding at the bottom of the steel pipe bundle wall.

[0005] In summary, how to effectively solve the problem of the unreasonable combination structure of the two walls when the steel pipe concrete bundle shear wall falls within the range of the basement outer wall is a problem that needs to be solved by the technical personnel in the field at present. SUMMARY

[0006] Therefore, the first object of the present application is to provide a combined wall extending into the ground, which can effectively solve the problem of poor distribution position of the basement outer wall and the steel pipe concrete bundle shear wall, and the second object of the present application is to provide a method for calculating the normal section bearing capacity of the combined wall extending into the ground.

[0007] In order to achieve the first object, the present application provides the following technical solutions.

[0008] A combined wall extending into the ground, comprising a basement outer wall and a steel pipe concrete bundle shear wall, wherein the lower part of the steel pipe concrete bundle shear wall falls to the foundation of the basement outer wall, and in the overlapping part in the height direction, the basement outer wall is provided in full wrapping or half wrapping to the steel pipe concrete bundle shear wall.

[0009] In the combined wall extending into the ground, the lower part of the steel pipe concrete beam shear wall is dropped to the foundation of the basement outer wall, while the basement outer wall is arranged in full or half package with the steel pipe concrete beam shear wall, which makes the basement outer wall and the steel pipe concrete beam shear wall integrated, reduces the thickness of the whole basement outer wall, and correspondingly increases the usable area of the basement. Moreover, the reinforcement of the basement outer wall is relatively significantly reduced by using the steel pipe beam diaphragm in the cross-section bearing capacity calculation. Therefore, the combined wall extending into the ground can effectively solve the problem of unreasonable combination of the two walls when the steel pipe concrete beam shear wall is just dropped on the range of the basement outer wall.

[0010] Preferably, in the full package arrangement, the basement outer wall is provided with horizontal reinforcement, vertical reinforcement and tie reinforcement on both sides of the steel pipe concrete beam shear wall respectively; one end of the tie reinforcement is fixedly connected with the horizontal reinforcement and / or the vertical reinforcement, and the other end is fixedly connected with the steel pipe of the steel pipe concrete beam shear wall.

[0011] Preferably, the tie reinforcements on both sides of the steel pipe concrete beam shear wall are symmetrically arranged.

[0012] Preferably, one end of the tie reinforcement is welded to the intersection position between the horizontal reinforcement and the vertical reinforcement, and the other end is welded to the steel pipe of the steel pipe concrete beam shear wall.

[0013] Preferably, in the half package arrangement, on one side of the steel pipe concrete beam shear wall, two layers of construction reinforcement layers are arranged in the basement outer wall, the two layers of construction reinforcement layers are connected by tie reinforcements, and each layer of the construction reinforcement layer is composed of vertical reinforcement and horizontal reinforcement.

[0014] Preferably, in the half package arrangement, the outer side of the steel pipe concrete beam shear wall is in the same plane as the basement outer wall.

[0015] In order to achieve the second object, the application further provides a method for calculating the normal section bearing capacity of the combined wall extending into the ground, which is based on any of the combined walls extending into the ground, and is calculated according to the following formula and verified whether the corresponding design parameters meet the requirements:

[0016]

[0017] α1f c bx-f y A s +N aw =0;

[0018] 1.25x≤δ1h0;

[0019] wherein M is the bending moment design value, h0 is the effective height of the section, M awN is the moment, in terms of the resultant axial force on the steel tube bundle diaphragm, about the resultant force point of the tension flange of the steel section and the longitudinal tension reinforcement. aw A represents the axial resultant force borne by the diaphragm of the steel tube bundle. s The actual area is given; δ1 represents the ratio of the distance from the upper end of the steel tube bundle partition to the top edge of the cross-section to h0; α1 is the equivalent coefficient, f c denoted as y = axial compressive strength of concrete, b is the wall thickness, x is the calculated height of the compression zone, and f is the axial compressive strength of concrete. y This represents the design value of the tensile strength of the reinforcement in the tension zone. Since the aforementioned composite wall extending underground possesses the aforementioned technical effects, the calculation method for the normal section bearing capacity of this composite wall extending underground should also possess corresponding technical effects.

[0020] Preferably, where M aw and N aw Calculate using the following formula: when f1 ≤ f a f2≤f a hour,

[0021]

[0022]

[0023] When f1≤f a f2>f a hour,

[0024]

[0025]

[0026]

[0027] b = (δ0 - δ1)h0;

[0028] When f1>f a f2>f a hour,

[0029]

[0030] N aw =-f a B∑t w ;

[0031] Where B is the thickness of the steel-concrete composite shear wall, ∑t w To calculate the total thickness of the partition within the wall length; where f1 and f2 are the stresses at the upper and lower ends of the steel tube bundle partition under linear elastic conditions, and δ2 is the ratio of the distance from the lower end of the steel tube bundle partition to the upper edge of the section to h0; and where f1 and f2 can be calculated according to the following formula:

[0032]

[0033] BRIEF DESCRIPTION OF DRAWINGS

[0034] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the drawings needed to be used in the embodiments or prior art description will be briefly introduced. Obviously, the drawings in the following description only constitute some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained without creative labor on the basis of these drawings.

[0035] Figure 1 A top view structural schematic diagram of a full-package combined wall provided by the embodiment of the present application;

[0036] Figure 2 A BB direction cross-sectional structural schematic diagram of a semi-package combined wall in Figure 1

[0037] A transverse cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application; Figure 3

[0038] A vertical cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application; Figure 4

[0039] Another vertical cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application; Figure 5

[0040] Another vertical cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application; Figure 6

[0041] A top view structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application; Figure 7

[0042] A BB direction cross-sectional structural schematic diagram of a semi-package combined wall in Figure 8 Figure 7 A transverse cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application;

[0043] Figure 9 A vertical cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application;

[0044] Figure 10 Another vertical cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application;

[0045] Figure 11 Another vertical cross-sectional structural schematic diagram of a semi-package combined wall provided by the embodiment of the present application;​

[0046] Figure 12 The bending moment schematic diagram of the working conditions 3 and 4 provided by the embodiment of the present application;

[0047] Figure 13 The bending moment schematic diagram of the working conditions 7 and 8 provided by the embodiment of the present application.

[0048] The marks in the drawings are as follows:

[0049] The basement outer wall 1, the concrete-filled steel tubular beam shear wall 2, the basement roof 3, the outdoor terrace 4, the vertical reinforcement 5, the horizontal reinforcement 6, and the tensile reinforcement 7. DETAILED DESCRIPTION

[0050] The embodiment of the present application discloses a combined wall extending into the ground, which effectively solves the problem of unreasonable combination structure of two walls when the concrete-filled steel tubular beam shear wall just falls on the range of the basement outer wall.

[0051] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the present application.

[0052] Please refer to Figures 1-13 , Figure 1 The top view structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 2 The Figure 1 The AA direction cross-sectional structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 3 The transverse cross-sectional structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 4 The vertical cross-sectional structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 5 The vertical cross-sectional structural schematic diagram of another combined wall provided by the embodiment of the present application is provided; Figure 6 The vertical cross-sectional structural schematic diagram of another combined wall provided by the embodiment of the present application is provided; Figure 7 The top view structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 8 The Figure 7 The BB direction cross-sectional structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 9 The transverse cross-sectional structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 10 The vertical cross-sectional structural schematic diagram of the combined wall provided by the embodiment of the present application is provided; Figure 11 The vertical cross-sectional structural schematic diagram of another combined wall provided by the embodiment of the present application is provided; Figure 12The bending moment schematic diagram of working conditions 3 and 4 provided by the embodiment of the present application; Figure 13 The bending moment schematic diagram of working conditions 7 and 8 provided by the embodiment of the present application.

[0053] In a specific embodiment, the present embodiment provides a combined wall extending into the ground, specifically, the combined wall is mainly combined between the shear wall extending out of the ground and the basement outer wall 1. Specifically, the combined wall extending into the ground mainly comprises the basement outer wall 1 and the steel pipe concrete beam shear wall 2. The basement outer wall 1 is used to bear the external earth pressure, and the steel pipe concrete beam shear wall 2 falls within the range of the basement outer wall 1 and also needs to bear the upper main body structure load. The structural strength requirement of the steel pipe concrete beam shear wall 2 can refer to the strength and structural requirements of the shear wall in the prior art. The steel pipe concrete beam shear wall 2 is a shear wall combined by a steel pipe beam and an inner filled concrete.

[0054] The lower part of the steel pipe concrete beam shear wall 2 falls to the foundation of the basement outer wall 1, and is not directly supported by the basement outer wall 1, but is supported by the underground foundation of the steel pipe concrete beam shear wall 2 and the basement outer wall 1. From the surface, the foundation of the steel pipe concrete beam shear wall and the foundation of the basement outer wall both extend to the ground. In actual application, the basement roof 3 and the steel beam supporting the basement roof 3 are preferably connected with the steel pipe concrete beam shear wall 2.

[0055] And in the height direction coincident part, the basement outer wall 1 forms a full package or a half package to the steel pipe concrete beam shear wall 2, that is, the steel pipe concrete beam shear wall 2 is located in the underground part, that is, the part with the same height as the basement outer wall, which is fully or half packaged by the basement outer wall 1. The full package refers to that the basement outer wall 1 basically fully wraps the part of the steel pipe concrete beam shear wall 2 with the same height as the basement outer wall 1, so that the part of the steel pipe concrete beam shear wall 2 with the same height as the basement outer wall 1 is surrounded by the basement outer wall 1 on all sides. The half package is different from the full package and the parallel setting (non-enclosing setting), at least forms an enclosing trend, but does not fully surround 360 degrees, such as the steel pipe concrete beam shear wall 2 is half embedded in the basement outer wall 1 or fully embedded in the basement outer wall 1, but one side is exposed on one side of the basement outer wall 1. Preferably, the outer side of the steel pipe concrete beam shear wall 2 is in the same plane as the basement outer wall 1 in the half package.

[0056] In the current common practice, the thickness of the basement outer wall 1 is about 300 mm, and the thickness of the steel pipe concrete beam shear wall 2 is 130 or 150 mm, so the sum of the two is at least 430 mm. In the present embodiment, the maximum is 400 mm, at least 30 mm is reduced, and at most 100 mm (from 450 to 350 mm) can be reduced.

[0057] In the underground combined wall, the lower part of the steel pipe concrete bundle shear wall 2 is lowered to the foundation of the basement outer wall 1, and the basement outer wall 1 is provided with a full package or a half package to the steel pipe concrete bundle shear wall 2, which makes the basement outer wall 1 and the steel pipe concrete bundle shear wall 2 into one, reduces the thickness of the whole basement outer wall 1, and correspondingly increases the usable area of the basement. Moreover, the reinforcement of the basement outer wall 1 is relatively significantly reduced by taking the steel pipe bundle into the calculation of the cross-sectional bearing capacity. In summary, the underground combined wall can effectively solve the problem of unreasonable combination of the two walls when the steel pipe concrete bundle shear wall is just lowered on the range of the basement outer wall.

[0058] In the above embodiment, the basement outer wall 1 is provided with horizontal reinforcement 6, vertical reinforcement 5 and tension reinforcement 7 on both sides of the steel pipe concrete bundle shear wall 2 in the full package, in particular.

[0059] In particular, a layer of construction reinforcement layer can be made on both sides of the steel pipe concrete bundle shear wall 2, and the construction reinforcement layer is arranged in parallel with the steel pipe concrete bundle shear wall 2, wherein the construction reinforcement layer is arranged in a grid shape by crossing a plurality of vertical reinforcement 5 and a plurality of horizontal reinforcement 6, the density of the vertical reinforcement 5 and the horizontal reinforcement 6 in each layer of construction reinforcement layer can be set as needed, and the diameter and model of the vertical reinforcement 5 and the horizontal reinforcement 6 can be set as needed. The horizontal reinforcement 6 and the vertical reinforcement 5 are fixedly connected by welding, binding or other methods at the intersection.

[0060] One end of the tension reinforcement 7 is fixedly connected with the construction reinforcement layer, and the other end is fixedly connected with the steel pipe of the steel pipe concrete bundle shear wall 2, so that the construction reinforcement layer and the steel pipe concrete bundle shear wall 2 can be fixed by the tension reinforcement 7. In order to form a better fixing effect, the tension reinforcement 7 on both sides of the steel pipe concrete bundle shear wall 2 is preferably arranged in one-to-one symmetry, and of course can be arranged in one-to-one staggered.

[0061] The two ends of the tension reinforcement 7 can be connected by screw connection, binding connection or other methods, in order to facilitate fixing, one end of the tension reinforcement 7 is welded to the intersection position between the horizontal reinforcement 6 and the vertical reinforcement 2, and the other end is welded to the steel pipe of the steel pipe concrete bundle shear wall 2.

[0062] Specifically, for the basement outer wall 1 with a thickness of 350 mm, the steel pipe concrete beam shear wall 2 is arranged in the middle, the thickness is preferably 150 mm, the gap between the steel pipe concrete beam shear wall 2 and the structural steel layers on both sides is preferably 50 mm, and the thickness of the water-facing protective layer is preferably 20 mm. The water-facing side refers to the side that is in contact with the outdoor ground 4, and the thickness of the water-facing protective layer refers to the distance between the water-facing side and the nearest structural steel layer.

[0063] Specifically, for the basement outer wall with a thickness of 400 mm, the steel pipe concrete beam shear wall 2 is arranged in the middle, the thickness is preferably 150 mm, the gap between the steel pipe concrete beam shear wall 2 and the structural steel layers on both sides is preferably 75 mm, and the thickness of the water-facing protective layer is preferably 20 mm.

[0064] Specifically, for the basement outer wall with a thickness of 400 mm, the steel pipe concrete beam shear wall 2 is arranged in the middle, the thickness is preferably 150 mm, and the gap between the steel pipe concrete beam shear wall 2 and the structural steel layers on both sides is preferably 60 mm, and the thickness of the water-facing protective layer is preferably 50 mm.

[0065] In the above embodiment, the whole package is arranged, specifically, two layers of structural steel layers can be arranged in the basement outer wall 1, the two layers of structural steel layers are connected by the tie 7, and each layer of the structural steel layer is composed of vertical steel 5 and horizontal steel 6. The specific structure of the specific structural steel layer can refer to the structural steel layer in the whole package. The two ends of the tie 7 are fixedly connected, such as welded, with the vertical steel 5 and / or the horizontal steel 6 of the two layers of structural steel layers, and the two ends of the tie 7 are preferably welded at the intersection position between the horizontal steel 6 and the vertical steel 5.

[0066] Specifically, for the basement outer wall with a thickness of 350 mm, the steel pipe concrete beam shear wall 2 is arranged on one side, the thickness is preferably 150 mm, and the thickness of the water-facing protective layer is preferably 20 mm.

[0067] Specifically, for the basement outer wall with a thickness of 400 mm, the steel pipe concrete beam shear wall 2 is arranged on one side, the thickness is preferably 150 mm, and the thickness of the water-facing protective layer is preferably 50 mm.

[0068] Specifically, the basement outer wall 1 is specifically constructed and the reinforcement calculation is performed. The following Table 1 working condition calculation table is used for calculation. In each working condition, the steel pipe concrete beam shear wall is 150 mm thick.

[0069] Table 1 Working Condition Calculation Table

[0070]

[0071]

[0072] For the "two walls in one" basement outer wall, if the wall is calculated according to the above load, the stress is complex. Therefore, it is preferred to consider separating the two, that is, the steel pipe concrete beam shear wall bears the load transmitted by the upper shear wall, and the reinforced concrete wall on both sides bears the water and soil pressure and ground load as a whole, and is calculated according to the model of the bottom of the bending member being fixed and the upper part being a simply supported beam (usually the basement outer wall is calculated as a compression bending or bending member, and in general cases, bending calculation is more unfavorable). If the concrete compression zone height of the reinforced concrete wall falls outside the steel pipe beam section, that is, it satisfies the following formula:

[0073] 1.25x≤δ1h0;

[0074] then this theoretical analysis model can be taken. Wherein x represents the calculation height of the concrete compression zone, δ1 represents the ratio of the distance from the upper end of the steel web to the upper edge of the section to h0, and h0 represents the effective height of the section.

[0075] I. For the above full-wrapped type

[0076] Specifically, refer to "Code for Design of Composite Structures" JGJ 138-2016, the formula for calculating the bending capacity of the normal section of the steel reinforced concrete frame beam is:

[0077]

[0078] α1f c bx+f′ y A′ s +f′ a A′ af -f y A s -f a A af +N aw =0;

[0079] M——bending moment design value;

[0080] M aw ——the moment of the axial force of the steel web on the force point of the steel tensile flange and longitudinal tensile reinforcement;

[0081] N aw ——axial force of the steel web;

[0082] h0——effective height of the section;

[0083] f a , f′ a ——design value of tensile and compressive strength of steel;

[0084] δ1 - the ratio of the distance from the upper end of the steel pipe bundle diaphragm to the upper edge of the cross section to h0;

[0085] δ2 - the ratio of the distance from the lower end of the steel pipe bundle diaphragm to the upper edge of the cross section to h0;

[0086] In the calculation of the outer wall of the basement, the advantageous effect of the steel pipe bundle shear wall diaphragm is considered, and according to the plane section assumption, the corresponding calculation formula is preferably changed to:

[0087]

[0088] α1f c bx-f y A s +N aw =0;

[0089] Here:

[0090] M aw - the moment of the axial resultant force borne by the steel pipe bundle diaphragm on the force point of the tensile flange of the profile steel and the longitudinal tensile steel bar;

[0091] N aw - the axial resultant force borne by the steel pipe bundle diaphragm;

[0092] α1 is the equivalent coefficient, f c is the design value of the axial compressive strength of concrete, b is the thickness of the wall, x is the calculation height of the compressive zone of concrete, f y is the design value of the tensile strength of the tensile zone steel bar.

[0093] M aw and N aw need to be calculated according to the stress at both ends of the diaphragm. In the linear elastic case, the stress calculation formula at both ends of the diaphragm is as follows:

[0094]

[0095]

[0096] Here: f1, f2 are the stresses at the upper end and the lower end of the steel pipe bundle diaphragm in the linear elastic case.

[0097] (1) When f1≤f a , f2≤f a ;

[0098]

[0099]

[0100] (2) When f1≤f a , f2>f a ;

[0101]

[0102]

[0103]

[0104] b = (δ0- δ1) h0;

[0105] (3) when f1> f a , f2> f a ;

[0106]

[0107] N aw = -f a B∑t w ;

[0108] Where B is the wall thickness of the steel tube concrete bundle shear wall, ∑t w is the total thickness of the diaphragm in the range of the calculated wall length.

[0109] The same needs to be met:

[0110] 1.25x ≤ δ1h0;

[0111] In actual calculation, the reinforcement can be selected first according to the minimum reinforcement ratio of one side 0.2%, and the height of the compression zone is obtained. Then it is calculated whether the bending moment (M Figure 9 , Figure 10 ) meets the requirements. If not, the reinforcement is increased accordingly.

[0112] For the single-layer 4.5m high 350mm thick wall of working condition 3, φ12@150 is taken, A s = 754mm 2 , and the calculation can get x = 55.06mm < δ1h0= 80mm, f2= 295N / mm 2 ,

[0113]

[0114] The requirements are met.

[0115] The corresponding reinforcement area considering the steel tube bundle diaphragm can be calculated, as shown in the following table.

[0116] Table 2 Reinforcement area of full-wrapped single-story diaphragm

[0117]

[0118]

[0119] Note: The actual reinforcement area in the table corresponds to the value in the parentheses, which is the required reinforcement area value. (Only mark the reinforcement area change situation)

[0120] Table 3 Reinforcement area of full-wrapping multi-story partition

[0121]

[0122] Note: The actual reinforcement area in the table corresponds to the value in the parentheses, which is the required reinforcement area value. (Only mark the reinforcement area change situation)

[0123] It can be seen that for the basement with a height of 3 meters, since the reinforcement is controlled by the minimum reinforcement ratio, considering the beneficial effect of the partition on reducing the reinforcement area is basically not contributed; with the increase of the height to 4.5m, the maximum reduction of the water-facing reinforcement can reach 55.6%(working condition 7, underground first floor).

[0124] 2. Semi-wrapping

[0125] Still according to the steel pipe bundle bearing axial force and in-plane bending moment, the basement outer wall bears the out-of-plane bending moment and is calculated respectively. According to the positive and negative of the out-of-plane bending moment, there are two cases:

[0126] (1) When the water-facing side (the bottom of the wall) is in tension, the concrete in the steel pipe bundle will be in compression at this time according to the out-of-plane bending calculation. That is, this part of the concrete is calculated in both the in-plane eccentric compression and the out-of-plane bending calculation, which seems not very reasonable. However, referring to the calculation method of steel-concrete shear wall structure, this calculation method is still adopted.

[0127] (2) When the water-facing side (the middle of the wall) is in compression, the calculation is the same as the above-mentioned full-wrapping arrangement, and the height of the compression zone generally meets outside the steel pipe bundle section. The reinforcement in the tension zone can be arranged in this case. Since the center of the tension zone reinforcement is within the partition range, when considering the partition effect, the reinforcement area can be smaller, and even no reinforcement may be needed.

[0128] The specific reinforcement calculation is shown in the following tables Table 4 and Table 5.

[0129] Table 4 Reinforcement area of semi-wrapping single-story partition

[0130]

[0131] Note: The actual reinforcement area in the table corresponds to the value in the parentheses, which is the required reinforcement area value.

[0132] Table 5 Reinforcement area of semi-wrapping multi-story partition

[0133]

[0134] Note: The actual reinforcement area in the table corresponds to the value in the parentheses, which is the required reinforcement area value.

[0135] The various embodiments described in this specification are presented by way of example, and each embodiment is not necessarily composed of all features described with respect to other embodiments. Each embodiment describes a distinct aspect of the present application, and each aspect can be used in combination with one or more other aspects.

[0136] The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein can be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for calculating the normal section bearing capacity of a composite wall extending underground, characterized in that, The composite wall extending underground includes a basement exterior wall and a steel-concrete composite shear wall, with the steel-concrete composite shear wall resting on the foundation of the basement exterior wall; and in the overlapping portion in the height direction, the basement exterior wall forms a full or partial enclosure of the steel-concrete composite shear wall. The method for calculating the bearing capacity of the normal section includes calculating according to the following formula and verifying whether the corresponding design parameters meet the requirements: ； ； ； in This is the design value for bending moment. The effective height of the cross section, The moment of the axial resultant force borne by the steel tube bundle diaphragm about the resultant force point of the tension flange of the steel section and the longitudinal tension reinforcement. The axial resultant force borne by the steel tube bundle partition; This refers to the actual floor area. This indicates the distance from the upper end of the steel tube bundle partition to the top edge of the cross-section. The ratio; The equivalent coefficient is... This is the design value of the axial compressive strength of concrete. For wall thickness, Calculate the height of the concrete compression zone. This is the design value of the tensile strength of the reinforcing steel in the tension zone; in as well as Calculate using the following formula: when , hour, ， ； when , hour, ， ， ， ； when , hour, ， ； in, —Design value of tensile strength of vertical diaphragm of steel tube bundle; The thickness of the steel-concrete composite shear wall. To calculate the total thickness of the partition within the length of the wall; where , The stresses at the upper and lower ends of the diaphragm of the steel tube bundle under linear elastic conditions are given. The distance from the lower end of the steel tube bundle partition to the upper edge of the cross section and The ratio; and among which , It can be calculated using the following formula: ； 。 2. The method for calculating the normal section bearing capacity of a composite wall extending underground according to claim 1, characterized in that, Under the aforementioned all-enclosed configuration, the basement exterior wall is provided with horizontal reinforcement, vertical reinforcement, and tie bars on both sides of the steel-concrete composite shear wall; one end of the tie bar is fixedly connected to the horizontal reinforcement and / or vertical reinforcement, and the other end is fixedly connected to the steel pipe of the steel-concrete composite shear wall.

3. The method for calculating the normal section bearing capacity of a composite wall extending underground according to claim 2, characterized in that, The tie bars on both sides of the steel-concrete composite shear wall are symmetrically arranged.

4. The method for calculating the normal section bearing capacity of a composite wall extending underground according to claim 3, characterized in that, One end of the tie bar is welded to the intersection of the horizontal and vertical bars, and the other end is welded to the steel pipe of the steel-concrete composite shear wall.

5. The method for calculating the normal section bearing capacity of a composite wall extending underground according to claim 1, characterized in that, Under the semi-enclosed configuration, on one side of the steel-concrete composite shear wall, two layers of structural steel reinforcement are arranged inside the basement exterior wall. The two layers of structural steel reinforcement are connected by tie bars, and each layer of structural steel reinforcement consists of vertical bars and horizontal bars.

6. The method for calculating the normal section bearing capacity of a composite wall extending underground according to claim 1, characterized in that, In the semi-enclosed configuration, the outer surface of the steel-concrete composite shear wall is located on the same plane as the basement exterior wall.

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