Deck slab, method for constructing deck slab, method for designing deck slab, and information processing system

Abstract

To provide a deck slab, a method for constructing a deck slab, a method for designing a deck slab, and an information processing system, which are able to make reinforcement of an opening unnecessary or reduced, thereby expanding the applicable range.SOLUTION: A deck slab 1, 1A includes a deck plate 2 having an opening 3, and concrete 7 cast on the deck plate 2. In the deck slab 1, 1A, the magnitudes of bending moments M0, M6, M7, M1A and M1B that occur in the deck slab 1, 1A are obtained by satisfying a condition that the magnitudes are values equal to or less than the allowable bending moments M12, M34, M45, M89 and M910 of the deck slab 1.SELECTED DRAWING: Figure 1A

Description

[Technical Field]

[0001] The present invention relates to a deck slab, a deck slab construction method, a deck slab design method, and an information processing system, for example, to a deck slab having an opening, a deck slab construction method, a deck slab design method, and an information processing system. [Background technology]

[0002] Traditionally, deck slabs have been widely used as the standard floor specification, mainly in steel-framed buildings. Deck slabs may have openings. A deck slab having an opening, a construction method for a deck slab, and a design method for a deck slab are known, for example, as described in Patent Document 1. [Prior art documents] [Patent documents]

[0003] [Patent Document 1] Japanese Patent Publication No. 2023-124253 Summary of the Invention [Problem to be solved by the invention]

[0004] However, the deck slabs with openings, the construction methods of deck slabs, and the design methods of deck slabs known so far have been limited in that they can eliminate or reduce the need for reinforcement of the openings under certain conditions, and the range of application of deck slabs that can eliminate or reduce the need for reinforcement of the openings has been limited.

[0005] The present invention has been made in consideration of the above-mentioned problems, and aims to provide a deck slab, a deck slab construction method, a deck slab design method, and an information processing system that eliminate or reduce the need for reinforcement of openings with an expanded range of application. [Means for solving the problem]

[0006] A deck slab according to a representative embodiment of the present invention is a deck slab having a deck plate with an opening and concrete poured on the deck plate, and is characterized in that the magnitude of the bending moment generated in the deck slab is equal to or less than the magnitude of the allowable bending moment of the deck slab. [Effects of the Invention]

[0007] According to the present invention, it is possible to expand the range of application of deck slabs that do not require or require reduced reinforcement of openings. [Brief explanation of the drawings]

[0008] [Figure 1A] This is a plan view of a deck slab that does not require reinforcement of openings. [Figure 1B] FIG. 1 is a plan view of a deck slab with an opening reinforced with reinforcing bars. [Figure 2A] This is an A-A cross-sectional view of a deck slab that does not require reinforcement of openings. [Figure 2B] This is an A-A cross-sectional view of a deck slab with an opening reinforced with reinforcing bars. [Figure 3A] This is a model diagram of a deck slab that is the subject of calculation and is pin-supported at both ends, with a positive bending moment acting on it. [Figure 3B] This is a diagram of a model of a deck slab to be calculated, with both ends fixed, on which positive and negative bending moments act. [Figure 4] This is a plan view of a floor system composed of a deck slab with multiple openings. [Figure 5A] This is a plan view of the floor structure that will be used to calculate the generated moment using the finite element method. [Figure 5B] This is the analysis result of the floor structure in which the generated moment was calculated using the finite element method. [Figure 6] 1 is a diagram showing a configuration example of an opening structure calculation system and a functional block configuration of an information processing device according to a first embodiment of the present invention; [Figure 7] FIG. 1 is a diagram illustrating a hardware configuration of an information processing device. [Figure 8] 1 is a diagram showing a configuration example of an opening structure calculation system and a functional block configuration of a client terminal device according to a first embodiment of the present invention; [Figure 9] FIG. 2 is a diagram illustrating a hardware configuration of a client terminal device. [Figure 10] 1 is a flowchart showing a method for constructing a deck slab having an opening according to a first embodiment of the present invention. [Figure 11] FIG. 10 is a plan view of a deck slab having an opening in a second embodiment of the present invention. DETAILED DESCRIPTION OF THE INVENTION

[0009] 1. Overview of the embodiment First, an outline of representative embodiments of the invention disclosed in this application will be described. Note that in the following description, for example, reference numerals in the drawings corresponding to components in each embodiment are written in parentheses.

[0010] [1] A deck slab (1, 1A) according to one embodiment of the present invention is a deck slab (1, 1A) having a deck plate (2) with an opening (3) and concrete (7) poured on the deck plate (2), characterized in that the magnitude of the bending moment (M0, M6, M7, M1A, M1B) generated in the deck slab (1, 1A) is equal to or less than the magnitude of the allowable bending moment (M12, M34, M45, M89, M910) of the deck slab (1, 1A).

[0011] [2] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) of 150 mm or less, and a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, and it is preferable that the allowable bending moment (M1) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (A), the allowable bending moment (M2) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (B), and the allowable positive bending moment (M12) calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment (M0) generated in the deck slab (1, 1A) calculated based on the following formula (D): M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0012] [3] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) of 450 mm or less, and has a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength, which is 1.5 or more and less than 2.0, and has an allowable bending moment (M3) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (F), an allowable bending moment (M4) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (G), an allowable positive bending moment (M34) of the deck slab (1, 1A) calculated based on the following formula (H), and an allowable positive bending moment (M35) of the deck slab (1, 1A) calculated based on the following formula (I). Of the allowable bending moment (M5) determined by the concrete of the kiss-slab (1, 1A), the allowable negative bending moment (M45) of the deck slab (1, 1A) calculated based on the following formula (J), the positive bending moment (M6) occurring in the deck slab (1, 1A) calculated based on the following formula (K), and the negative bending moment (M7) occurring in the deck slab (1, 1A) calculated based on the following formula (L), it is preferable that the allowable positive bending moment (M34) and the positive bending moment (M6) satisfy the following formula (M), and the allowable negative bending moment (M45) and the negative bending moment (M7) satisfy the following formula (N). M3=cZc×Fc / 3…(F) (In the above formula (F), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M4=cZt×F / 1.5…(G) (In the above formula (G), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3,M4)…(H) (In the above formula (H), MAX(M3, M4) means to adopt the larger value of M3 and M4 obtained by formulas (F) to (G).) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4,M5)…(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

[0013] [4] The deck slab (1, 1A) described in [1] above has a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength, which has a magnitude of 1.5 or more and less than 2.0, and has an allowable bending moment (M8) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (O), an allowable bending moment (M9) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (P), an allowable positive bending moment (M89) of the deck slab (1, 1A) calculated based on the following formula (Q), an allowable bending moment (M10) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (R), an allowable negative bending moment (M910) of the deck slab (1, 1A) calculated based on the following formula (S), and a maximum positive bending moment (M1A) generated in the deck slab (1, 1A) calculated by the finite element method, Among the maximum negative bending moment (M1B) occurring in the deck slab (1, 1A) calculated by the finite element method, the allowable positive bending moment (M89) and the maximum positive bending moment (M1A) satisfy the following formula (T), and the allowable negative bending moment (M910) and the maximum negative bending moment (M1B) satisfy the following formula (U), and the finite element method uses, as input elements, the cutting method of the deck slab (1, 1A), the size of the opening (3), and the like. It is preferable that the specifications include at least one of the following: position, dimensions of the openings (3), specifications regarding fire-resistant reinforcement bars, distance between supports of the deck slabs (1, 1A), cross-sectional performance of the deck slabs (1, 1A), material strength of the deck slabs (1, 1A), dead load and live load, presence or absence of changes in design load, conditions of the beams (32, 33), conditions of the columns (31, 41), structure of the building, joining method of the beams (32, 33) and the deck plate (2), and allowable stress of the deck slabs (1, 1A). M8=cZc×Fc / 3…(O) (In the above formula (O), cZc represents the compressive section modulus of the deck slab, and Fc represents the design strength of the concrete.) M9=cZt×F / 1.5…(P) (In the above formula (P), cZt represents the tensile section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M89=MAX(M8,M9)…(Q) (In the above formula (Q), MAX(M8, M9) means to adopt the larger value of M8 and M9 obtained by formulas (O) to (P).) M10=0.62×{(Fc)^(1 / 2)}×eZt…(R) (In the above formula (R), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M910=MAX(M9,M10)…(S) (In the above formula (S), MAX(M9, M10) means to adopt the larger value of M9 and M10 obtained by formulas (P) and (R).) M89≧M1A…(T) M910≧M1B…(U)

[0014] [5] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) exceeding 150 mm and not exceeding 600 mm, and has a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength, of 1.5 or more and less than 2.0, and it is preferable that the allowable bending moment (M1) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (A), the allowable bending moment (M2) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (B), and the allowable positive bending moment (M12) calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment (M0) generated in the deck slab (1, 1A) calculated based on the following formula (D): M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0015] [6] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) exceeding 450 mm, and has a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength, which is 1.5 or more and less than 2.0, and has an allowable bending moment (M3) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (F), an allowable bending moment (M4) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (G), an allowable positive bending moment (M34) of the deck slab (1, 1A) calculated based on the following formula (H), and an allowable positive bending moment (M34) of the deck slab (1, 1A) calculated based on the following formula (I). Among the allowable bending moment (M5) determined by the concrete of the deck slab (1, 1A) to be applied, the allowable negative bending moment (M45) of the deck slab (1, 1A) calculated based on the following formula (J), the positive bending moment (M6) occurring in the deck slab (1, 1A) calculated based on the following formula (K), and the negative bending moment (M7) occurring in the deck slab (1, 1A) calculated based on the following formula (L), it is preferable that the allowable positive bending moment (M34) and the positive bending moment (M6) satisfy the following formula (M), and the allowable negative bending moment (M45) and the negative bending moment (M7) satisfy the following formula (N). M3=cZc×Fc / 3…(F) (In the above formula (F), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M4=cZt×F / 1.5…(G) (In the above formula (G), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3,M4)…(H) (In the above formula (H), MAX(M3, M4) means to adopt the larger value of M3 and M4 obtained by formulas (F) to (G).) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4,M5)…(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

[0016] [7] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) exceeding 600 mm, and a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, and it is preferable that the allowable bending moment (M1) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (A), the allowable bending moment (M2) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (B), and the allowable positive bending moment (M12) calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment (M0) generated in the deck slab (1, 1A) calculated based on the following formula (D). M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0017] [8] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) greater than 300 mm, and a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is greater than 2.0, and it is preferable that the allowable bending moment (M1) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (A), the allowable bending moment (M2) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (B), and the allowable positive bending moment (M12) calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment (M0) generated in the deck slab (1, 1A) calculated based on the following formula (D). M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0018] [9] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) greater than 300 mm, and has a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength, which is greater than 2.0, and has an allowable bending moment (M3) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (F), an allowable bending moment (M4) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (G), an allowable positive bending moment (M34) of the deck slab (1, 1A) calculated based on the following formula (H), and a deck slab (1, 1A) calculated based on the following formula (I). Among the allowable bending moment (M5) determined by the concrete of the slab (1, 1A), the allowable negative bending moment (M45) of the deck slab (1, 1A) calculated based on the following formula (J), the positive bending moment (M6) occurring in the deck slab (1, 1A) calculated based on the following formula (K), and the negative bending moment (M7) occurring in the deck slab (1, 1A) calculated based on the following formula (L), it is preferable that the allowable positive bending moment (M34) and the positive bending moment (M6) satisfy the following formula (M), and the allowable negative bending moment (M45) and the negative bending moment (M7) satisfy the following formula (N). M3=cZc×Fc / 3…(F) (In the above formula (F), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M4=cZt×F / 1.5…(G) (In the above formula (G), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3,M4)…(H) (In the above formula (H), MAX(M3, M4) means to adopt the larger value of M3 and M4 obtained by formulas (F) to (G).) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4,M5)…(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

[0019]

[10] The deck slab (1, 1A) described in [1] above has an opening (3) with an opening width (XB) greater than 300 mm, and the strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design against the actual strength has a value greater than 2.0, and the allowable bending moment (M8) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (O) and the allowable bending moment (M8) determined by the steel of the deck slab (1, 1A) calculated based on the following formula (P) The allowable bending moment (M9) of the entire deck slab (1, 1A) calculated based on the following formula (Q), the allowable positive bending moment (M89) of the deck slab (1, 1A) calculated based on the following formula (R), the allowable bending moment (M10) determined by the concrete of the deck slab (1, 1A) calculated based on the following formula (S), the allowable negative bending moment (M910) of the deck slab (1, 1A) calculated based on the following formula (S), and the maximum positive bending moment occurring in the deck slab (1, 1A) calculated by the finite element method. The allowable positive bending moment (M89) and the maximum positive bending moment (M1A) satisfy the following formula (T), and the allowable negative bending moment (M910) and the maximum negative bending moment (M1B) satisfy the following formula (U), and the finite element method uses the cutting method of the deck slab (1, 1A) as an input element. It is preferable that the specifications include at least one of the following: the position of the opening (3), the dimensions of the opening (3), the specifications regarding fire-resistant reinforcement bars, the distance between supports of the deck slabs (1, 1A), the cross-sectional performance of the deck slabs (1, 1A), the material strength of the deck slabs (1, 1A), the dead load and live load, whether or not there has been a change in the design load, the conditions of the beams (32, 33), the conditions of the columns (31, 41), the structure of the building, the joining method between the beams (32, 33) and the deck plate (2), and the allowable stress of the deck slabs (1, 1A). M8=cZc×Fc / 3…(O) (In the above formula (O), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M9=cZt×F / 1.5…(P) (In the above formula (P), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M89=MAX(M8,M9)…(Q) (In the above formula (Q), MAX(M8, M9) means to adopt the larger value of M8 and M9 obtained by formulas (O) to (P).) M10=0.62×{(Fc)^(1 / 2)}×eZt…(R) (In the above formula (R), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M910=MAX(M9,M10)…(S) (In the above formula (S), MAX(M9, M10) means to adopt the larger value of M9 and M10 obtained by formulas (P) and (R).) M89≧M1A…(T) M910≧M1B…(U)

[0020]

[11] It is preferable that the deck slab (1) described in the above [1] to

[10] does not have the opening reinforcement bar (6) and the opening reinforcement beam.

[0021]

[12] It is preferable that the deck slabs (1, 1A) described in [1] to

[10] above do not have opening reinforcement bars (6) and opening reinforcement beams, and the opening width (XB) of the opening (3) is 450 mm or less.

[0022]

[13] The deck slab (1A) described in the above [1] to

[10] preferably has opening reinforcement bars (6) but does not have opening reinforcement beams.

[0023]

[14] It is preferable that the deck slab (1A) described in [1] to

[10] above has opening reinforcement bars (6) but does not have opening reinforcement beams, and the opening width (XB) of the opening (3) is 600 mm or less.

[0024]

[15] It is preferable that the deck slab (1A) described in [1] to

[10] above has opening reinforcement bars (6) but does not have opening reinforcement beams, and the opening width (XB) of the opening (3) is greater than 450 mm.

[0025]

[16] The deck slab (1, 1A) described in [1] to

[10] above preferably has an opening reinforcing beam.

[0026]

[17] The deck slabs (1, 1A) described in [1] to

[10] above preferably have opening reinforcement beams and have openings (3) whose opening width (XB) is greater than 600 mm.

[0027]

[18] The deck slab (1A) described in the above

[13] to

[17] preferably has opening reinforcement bars (6) with a wire diameter of D51 or less.

[0028]

[19] In the deck slabs (1, 1A) described in [1] to

[18] above, it is preferable that the thickness of the top of the concrete (7) on the deck plate (2) is set to 50 mm or more and 100 mm or less.

[0029]

[20] In the deck slab (1) described in [1] to

[19] above, it is preferable that the thickness of the concrete (7) on the deck plate (2) is set to 80 mm or more, and that there are no opening reinforcement bars (6) or opening reinforcement beams.

[0030]

[21] The deck slab (1, 1A) described in the above [1] to

[20] preferably has two or more openings (3).

[0031]

[22] A method for constructing a deck slab (1, 1A) according to one embodiment of the present invention is a method for constructing a deck slab (1, 1A) as described in [1] to

[21] above, in which concrete (7) is poured onto the deck plate (2), and is characterized by comprising a step of installing the deck plate (2) (step S3), a step of pouring concrete (7) onto the deck plate (2) (step S6), and a step of cutting a part of the deck slab (1, 1A) to provide an opening (3) (step S7).

[0032]

[23] The method for constructing the deck slab (1A) described in

[22] above preferably further comprises a step (step S5) of installing opening reinforcement bars (6).

[0033]

[24] It is preferable that the method for constructing the deck slab (1, 1A) described in the above

[22] to

[23] further comprises a step (step S2) of installing an opening reinforcing beam.

[0034]

[25] A design method for a deck slab (1, 1A) according to one aspect of the present invention is a design method for a deck slab (1, 1A) described in the above [1] to

[21] , wherein the yield point of the deck plate (2) is 205 N / mm 2 It is characterized in that it is set to a value equal to or greater than this.

[0035]

[26] An information processing system (10) according to one aspect of the present invention is an information processing system (10) for supporting the design of a deck slab (1, 1A), and includes an input receiving unit (111) for receiving opening examination information (122) that is information required for examination when providing an opening (3) in the deck slab (1, 1A) and that is transmitted from an information processing terminal (200) connected via a communication network (300), and a calculation unit (112) that calculates allowable bending moments (M12, M34, M45, M89, M910) of the deck slab (1, 1A) and bending moments (M0, M6, M7, M1A, M1B) that occur in the deck slab (1, 1A) when the opening (3) is provided; and a calculation unit (112) that calculates the allowable bending moments (M12, M34, M45, M89, M910) of the deck slab (1, 1A) calculated by the calculation unit (112) and the bending moments (M0, M6, M7, M1A, M1B). and an output unit (113) that transmits the calculation results of the beams (M0, M6, M7, M1A, M1B) to the information processing terminal (200) via the communication network (300), and the opening examination information (122) includes information on a cutting method of the deck slabs (1, 1A), information on the position of the openings (3), information on the dimensions of the openings (3), information on fire-resistant reinforcement, information on the distance between supports of the deck slabs (1, 1A), information on the cross-sectional performance of the deck slabs (1, 1A), information on the material strength of the deck slabs (1, 1A), information on dead loads and live loads, information on whether or not there has been a change in the design load, information on the conditions of the beams (32, 33), information on the conditions of the columns (31, 41), information on the structure of the building, information on a joining method between the beams (32, 33) and the deck plate (2), and information on the allowable stress of the deck slabs (1, 1A).

[0036] 2. Specific examples of embodiments Specific examples of embodiments of the present invention will be described below with reference to the drawings. In the following description, components common to each embodiment will be given the same reference numerals, and repeated description will be omitted. It should be noted that the drawings are schematic, and the dimensional relationships and ratios of each element may differ from the actual situation. The drawings may also include portions with different dimensional relationships and ratios.

[0037] <<First embodiment>> FIG. 1A is a plan view of a deck slab that does not require reinforcement of openings. FIG. 1B is a plan view of a deck slab with an opening having reinforcement bars. Figure 2A is a cross-sectional view taken along the line A-A of a deck slab that does not require reinforcement of openings. FIG. 2B is a cross-sectional view of a deck slab with an opening and reinforcement bars along the line AA. The deck slabs 1, 1A according to the first embodiment are used, for example, for the floor, roof, or ceiling of a building. The deck slabs 1, 1A are formed, for example, by pouring concrete 7 onto a deck plate 2 formed of steel. For convenience of explanation, the concrete 7 poured onto the deck plate 2 is omitted from Figs. 1A and 1B. 1A to 2B, the deck plate 21 of the deck slabs 1, 1A has a rectangular opening 3. The opening 3 has a size YB in the Y direction, which is the extension direction of the deck plate 2, and a size XB in the X direction, which is the direction intersecting the extension direction of the deck plate 2. Deck slab 1 is a deck slab with an opening 3 for which it has been confirmed that reinforcement with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6, or reinforcement with beams, is not required based on the design method described below, while deck slab 1A is a deck slab with an opening 3 for which reinforcement with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 alone has been implemented based on the design method described below, and it has been confirmed that reinforcement with beams is not required. Here, the deck slab includes not only a composite deck slab used as a structural material and an RC slab made of a reinforcing steel deck, but also an RC slab made of a flat deck used as a formwork material. In addition, in both deck slabs 1 and 1A, standard reinforcing bars or welded wire mesh (not shown) are embedded in the concrete 7 to prevent cracks in the concrete 7 from expanding.

[0038] Deck slabs 1 and 1A are subjected to loads such as the load generated by the mass of deck plate 2 itself (deck plate weight), the load generated by the mass of concrete 7 itself (concrete weight), the live loads specified for each room type in Article 85 of the Enforcement Order of the Building Standards Act, and loads other than live loads generated by the mass of ceilings, roof finishes, insulation, additional concrete, etc. other than deck plate 2 (fixed loads).The action of these loads generates bending moments in deck slabs 1 and 1A. The load acting on the deck slabs 1 and 1A can normally be borne by the entire deck slab 1. However, when openings 3 are provided, the amount of material that can bear the load acting on the deck slabs 1 and 1A decreases. Therefore, by providing openings 3 in the deck slabs 1 and 1A, the load that would have been borne by the cut material is now borne by the material of the deck slab 1 other than the openings 3. However, the load borne by the cut material will be borne only by the deck plate 21 with the opening 3 and the concrete 7 above it, among the deck slabs 1 and 1A, unless there is a means of transmission to the deck plate 22 without the opening 3. Therefore, by providing distribution bars 5 and opening reinforcement bars 6 in the deck slab 1A, the load can be distributed to the deck plates 22 that do not have openings 3, and the load can be borne by the deck plates 22 adjacent to the deck plate 21 and the concrete 7 above it.

[0039] The load-bearing reinforcement 4 is installed to bear the allowable stress that the slab cross section of the opening 3 had. Unlike the force distribution reinforcement 5 and the opening reinforcement 6, it does not distribute the load to the deck plate 22. The distribution reinforcement 5 is installed to transfer the load borne by the cut material in the X direction. The opening reinforcement bars 6 are installed to suppress cracks around the opening.

[0040] Furthermore, when the size of the opening 3 becomes larger than a certain size, it is possible that the load borne by the cut material due to the creation of the opening 3 in the deck slab 1A will exceed the allowable stress that can be borne by the material of the deck slab 1A other than the opening 3, if reinforcement is only provided by the load-bearing reinforcement bars 4, the distribution bars 5, and the opening reinforcement bars 6. In that case, it is conceivable that the necessary strength conditions can be met by installing beams around the opening 3.

[0041] The "Deck Plate Floor Structure Design and Construction Standards" suggests that if the opening dimensions are Φ150mm or less, reinforcement with load-bearing reinforcement bars, force distribution bars, opening reinforcement bars, or beams is not required.

[0042] However, the dimensions of openings suggested in the "Deck Plate Floor Structure Design and Construction Standards" that do not require reinforcement with reinforcement or beams were set at a time when strength analysis methods were underdeveloped, and were based on the results of experiments on the strength of deck slabs at the time. Therefore, the inventors of the present application thought that, with the advances in strength analysis techniques, it might be possible to expand the range of opening dimensions that do not require reinforcement with reinforcement bars or beams by using a more rational strength analysis method. The inventors of the present application have discovered that by using a rational strength analysis method that corresponds to the dimensions of the opening, it is possible to expand the range of opening dimensions for which reinforcement with reinforcement bars or beams is not required. The range of dimensions of openings in deck slabs 1 and 1A that do not require specific reinforcement or beam reinforcement, and the design method for them, will be described later.

[0043] FIG. 3A is a diagram of a model of a deck slab to be calculated, with both ends pinned, on which a positive bending moment acts. FIG. 3B is a model diagram of a deck slab, the object of calculation, supported at both ends with both ends fixed, to which a positive bending moment and a negative bending moment act.

[0044] <<How to calculate the deck slab opening range that does not require reinforcement>> The range of dimensions of the opening 3 in the deck slab that does not require reinforcement by concrete reinforcement or beams and the design method thereof will be explained using the model diagrams of the deck slab in Figs. 3A and 3B. As a method for calculating the deck slab opening range that does not require reinforcement, the following three methods will be explained.

[0045] <<Calculation method for deck slab opening range using structural calculations based only on one-directional moment>> First, we will explain using the model diagram of the deck slab in Figure 3A. Figure 3A shows an example in which a uniformly distributed load W acts in the negative direction of the Z axis (this direction will be referred to as the "positive direction") on deck slabs 1 and 1A (hereinafter, "deck slabs 1 and 1A" will be collectively referred to as "deck slab 1") that have a pin-supported beam structure with a support distance L in the X direction. A uniformly distributed load W acting in the positive direction in FIG. 3A generates a bending moment M0 in the deck slab 1 in the positive direction. In the model diagram of the deck plate structure shown in Figure 3A, if the distance between supports of the deck slab 1 is L, the uniformly distributed load acting on the deck slab 1 is W, and the positive bending moment generated in the deck slab 1 due to the uniformly distributed load W acting in the positive direction is M0, it is generally known that the following relationship holds true.

[0046] M0=W×(L^2) / 8 (1)

[0047] Incidentally, when an opening 3 is provided in the deck slab 1, as mentioned above, the load that was borne by the cut material will be borne instead by the material of the deck slab 1 other than the opening 3. By creating an opening 3 in the deck slab 1 in this way, if the load that was borne by the cut material, which is now borne by the material of the deck slab 1 other than the opening 3, is taken as adW, then in the model diagram of the deck plate structure shown in Figure 3A, if the distance between supports of the deck slab 1 is L, the uniformly distributed load acting on the deck slab 1 is W, and the positive bending moment generated in the deck slab 1 due to the uniformly distributed load W acting in the positive direction is M0, the following relationship holds true.

[0048] M0={W×(L^2) / 8}+{adW×(L^2) / 8} ···(2)

[0049] Here, by providing an opening 3, the load adW that is instead borne by the material of the deck slab 1 other than the opening 3 is equal to the load that is borne equally by the deck slab 1 on both sides of the opening 3, and the following relationship holds true, assuming that the uniformly distributed load acting on the deck slab 1 without the opening 3 is W and the size of the opening 3 in the X direction is XB.

[0050] adW=XB×W / 2…(3)

[0051] On the other hand, the deck slab 1 has an allowable bending moment based on the yield point of the material. If the concrete side section modulus of deck slab 1 is cZc, the design standard strength of concrete 7 is Fc, and the coefficient taking into account long-term allowable stress is 3, the following relationship holds for the allowable bending moment M1 determined by the concrete of deck slab 1.

[0052] M1 = cZc × Fc / 3…(4) Furthermore, if the section modulus of the steel side of deck slab 1 is cZt, the reference strength (yield point) of the allowable stress of the steel is F, and the coefficient taking into account the long-term allowable stress is 1.5, the following relationship holds for the allowable bending moment M2 determined by the steel of deck slab 1. In addition, steel materials include not only deck plates but also welded wire mesh, reinforcing bars, reinforcing bars, etc.

[0053] M2 = cZt × F / 1.5…(5) Considering the above equations (4) and (5), the allowable positive bending moment M12 of the deck slab 1 can be determined by taking the larger value of the allowable bending moment M1 determined by the concrete of the deck slab and the allowable bending moment M2 determined by the steel material, and therefore the following relational expression holds.

[0054] M12=MAX(M1,M2)…(6) It should be noted that MAX(M1, M2) means that the larger of the values of M1 and M2 obtained by equations (4) and (5) is adopted.

[0055] Considering the above equations (2) and (6), if the allowable positive bending moment M12 of the deck slab 1 satisfies the following relationship in relation to the positive bending moment M0 generated in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0056] M12≧M0…(7)

[0057] Based on the above (1) to (7), the inventors of the present application have considered the range of sizes of the opening 3 that do not require reinforcement by load-bearing reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement by beams.

[0058] The distance between supports in the Y direction, L, is 3000 mm, and the uniformly distributed load, W, acting on deck slab 1 is 7220 N / m 2 In the case where the size XB of the opening 3 in the X direction is 150 mm and the size in the Y direction is 900 mm, the load adW borne by the material of the deck slab 1 other than the opening 3 by providing the opening 3 is 542 N / m 2 Therefore, when opening 3 is provided, the positive bending moment M0 generated in deck slab 1 is 8733 N·m. In addition, the uniformly distributed load W acting on deck slab 1 is changed from 7220 to 10420 N / m2 When the opening 3 is installed, the load adW borne by the material of the deck slab 1 other than the opening 3 is 782N / m 2 Therefore, when opening 3 is provided, the positive bending moment M0 generated in deck slab 1 is 12,603 N·m.

[0059] On the other hand, the concrete side section modulus cZc of deck slab 1 is 2280 × {(10^3)(mm 3 )}, the steel section modulus cZt of deck slab 1 is 86.7 × {(10^3)(mm^3)}, and the design strength Fc of concrete 7 is 18N / mm 2 , the standard strength (yield point) F of the allowable stress of the steel is 205N / mm 2 In this case, the allowable bending moment M1 determined by the concrete of deck slab 1 is 13,680 N·m, the allowable bending moment M2 determined by the steel material of deck slab 1 is 11,849 N·m, and the allowable positive bending moment M12 of deck slab 1 is 13,680 N·m.

[0060] Here, we consider the case where a proof stress correction factor is applied. The strength correction factor is the value calculated by dividing the actual strength by the long-term allowable load. The long-term allowable load is the long-term allowable load calculated by the allowable stress design based on the aforementioned "Deck Plate Floor Structural Design and Construction Standards."

[0061] The design values calculated by (1) to (7) above are calculated with a relatively high safety factor for the strength, and therefore do not usually match the experimental values obtained from load tests that correspond to the actual strength. Therefore, by taking the above-mentioned proof stress correction factor into consideration, it is possible to correct the calculated design value (allowable positive bending moment M12) to a value equivalent to the actual proof stress.

[0062] For example, the allowable positive bending moment M12 of deck slab 1 when the strength correction factor is not taken into account is 13,680 N·m, but when the strength correction factor is set to 1.5, the allowable positive bending moment M12 of deck slab 1 is 20,520 N·m, and when the strength correction factor is set to 2.0, the allowable positive bending moment M12 of deck slab 1 is 27,360 N·m.

[0063] From the above results, if the size of the opening 3 in the X direction is 150 mm or less, the yield point F is 205 N / mm 2 Even when deck plate 2 is used, it has a strength correction factor of 1.5 or more for the long-term allowable load, so it was confirmed that reinforcement with strength reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement with beams is not necessary. In other words, the deck slab, which is conventionally known to require no reinforcement by the strength reinforcement 4, the distribution reinforcement 5, the opening reinforcement 6, or the beam when the size of the opening 3 in the X direction is 150 mm or less, has a deck plate yield point F of 235 N / mm 2 The condition was that the yield strength correction factor for the long-term allowable load must be greater than 2.0, and the results of this study indicate that the yield point F of the deck plate is 205N / mm 2 It was confirmed that for deck slabs with a larger value and a strength correction factor of greater than 1.5 for the long-term allowable load, reinforcement with strength reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement with beams is not required.

[0064] Furthermore, when deck slab 1 is reinforced with load-bearing reinforcement 4, if the allowable stress of load-bearing reinforcement 4 is ft, the cross-sectional area of load-bearing reinforcement 4 is at, the distance from the compression edge of load-bearing reinforcement 4 is rd, and the number of load-bearing reinforcement 4 is N, then the following relationship holds for the allowable bending moment MA increased by load-bearing reinforcement 4.

[0065] MA={7×(at×N)×ft×rd} / 8…(8)

[0066] Considering the above equations (2), (6), and (8), if the allowable positive bending moment M12 of the deck slab 1 satisfies the following relationship in relation to the positive bending moment M0 generated in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0067] M12+MA≧M0…(9)

[0068] Based on the above (1) to (9), the inventors of the present application have considered the range of sizes of the opening 3 that require only reinforcement with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6, and do not require reinforcement with beams.

[0069] The distance between supports in the Y direction, L, is 3000 mm, and the uniformly distributed load, W, acting on deck slab 1 is 7220 N / m 2 In the case where the size XB of the opening 3 in the X direction is 600 mm and the size in the Y direction is 900 mm, the load adW borne by the material of the deck slab 1 other than the opening 3 by providing the opening 3 is 2166 N / m 2 Therefore, when opening 3 is provided, the positive bending moment M0 generated in deck slab 1 is 10,563 N·m. In addition, the uniformly distributed load W acting on deck slab 1 is changed from 7220 to 10420 N / m 2 When the opening 3 is installed, the load adW borne by the material of the deck slab 1 other than the opening 3 is 3126N / m 2 Therefore, when opening 3 is provided, the positive bending moment M0 generated in deck slab 1 is 15,243 N·m.

[0070] On the other hand, the concrete side section modulus cZc of deck slab 1 is 2280 × (10^3) mm 3 , Deck slab 1 steel side section modulus cZt is 86.7 × (10^3) mm 3 , the design strength Fc of concrete 7 is 18N / mm 2 , the standard strength (yield point) F of the allowable stress of the steel is 205N / mm 2In this case, the allowable bending moment M1 determined by the concrete of deck slab 1 is 13,680 N·m, the allowable bending moment M2 determined by the steel material of deck slab 1 is 11,849 N·m, and the allowable positive bending moment M12 of deck slab 1 is 13,680 N·m.

[0071] Here, the allowable stress ft of the strength reinforcement 4 is 195N / mm 2 , the cross-sectional area at of the strength reinforcement 4 is 1.27×(10^2)mm 2 (Reinforcement bars with a nominal diameter of D13), the distance rd from the compression edge of the strength reinforcement 4 is 83.5 mm, and the number N of strength reinforcement 4 is 2 (reinforcement arranged on the left and right sides of the opening 3 in the X direction), the allowable bending moment MA increased by the strength reinforcement 4 was 3619 N·m. Therefore, the sum of the allowable positive bending moment M12 of deck slab 1 and the allowable bending moment MA increased by load-bearing reinforcement 4 was 17,299 N·m.

[0072] Here, when the strength correction factor is set to 1.5, the sum of the allowable positive bending moment M12 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 is 25,948 N·m, and when the strength correction factor is set to 2.0, the sum of the allowable positive bending moment M12 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 is 34,598 N·m.

[0073] From the above results, even if the size of the opening 3 in the X direction is about 600 mm, the yield point F is 205 N / mm 2 Even when deck plate 2 is used, it has a strength correction factor of 1.5 or more for the long-term allowable load, so it was confirmed that reinforcement with only strength reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is required, and reinforcement with beams is not necessary.

[0074] <<Calculation method for deck slab opening range using structural calculations based on two-directional moments>> Next, an explanation will be given using the model diagram of the deck slab in Figure 3B. Figure 3B shows an example in which a uniformly distributed load W acts in the negative direction of the Z axis (referred to as the "positive direction") on a deck slab 1 having a fixed support beam structure with a support distance L in the Y direction. In Figure 3A, in order to be on the safe side with respect to positive bending moments, it was assumed that only positive bending moment M0 occurs in deck slab 1, and the bending moment occurring in deck slab 1 was calculated using the above (1) to (3). However, as shown in Figure 3B, when we examine the bending moment generated in the deck slab 1 in more detail, we find that a uniformly distributed load W acting in a positive direction on the deck slab 1, which has a fixed support beam structure at both ends, generates a bending moment M6 in the positive direction on the deck slab 1, as well as a bending moment M7 in the positive direction on the Z axis (this direction will be referred to as the "negative direction").

[0075] In the model diagram of the deck plate structure shown in Figure 3B, if the distance between supports of the deck slab 1 is L, the uniformly distributed load acting on the deck slab 1 is W, and the positive bending moment generated in the deck slab 1 due to the uniformly distributed load W acting in the positive direction is M6, the following relationship holds true.

[0076] M6=W×(L^2) / 24 (10)

[0077] In the model diagram of the deck plate structure shown in Figure 3B, if the distance between supports of the deck slab 1 is L, the uniformly distributed load acting on the deck slab 1 is W, and the negative bending moment generated in the deck slab 1 due to the uniformly distributed load W acting in the positive direction is M7, the following relationship holds true.

[0078] M7=W×(L^2) / 12 (11)

[0079] As in the case of Figure 3A, by providing an opening 3 in deck slab 1, if the load that was borne by the cut material and is now borne by the material of deck slab 1 other than opening 3 is taken as adW, then in the model diagram of the deck plate structure shown in Figure 3B, if the distance between supports of deck slab 1 is L, the uniformly distributed load acting on deck slab 1 is W, the positive bending moment generated in deck slab 1 due to the uniformly distributed load W acting in the positive direction is M6, and the negative bending moment is M7, the following relationship holds true.

[0080] M6={W×(L^2) / 24}+{adW×(L^2) / 24} ···(12)

[0081] M7={W×(L^2) / 12}+{adW×(L^2) / 12} ···(13)

[0082] By providing the opening 3, the load adW borne by the material of the deck slab 1 other than the opening 3 can be calculated in the same manner as in the above formula (3).

[0083] adW=XB×W / 2…(14)

[0084] The above formulas (10) and (12) take into consideration the degree of fixation when the fixed end is a steel beam. However, if the fixed end is a reinforced concrete beam, when calculating the positive bending moment M6 that occurs in the deck slab 1, it is desirable to take into account the risk that the degree of fixation will be reduced due to cracks occurring in the fixed end. Therefore, if the fixed end is a reinforced concrete beam, the following equations (15) and (16) can be adopted, which are obtained by multiplying the above equations (10) and (12) by a coefficient of 4 / 3 to take into account the risk of a decrease in the degree of fixation.

[0085] M6={W×(L^2) / 18} (15)

[0086] M6={W×(L^2) / 18}+{adW×(L^2) / 18} ···(16)

[0087] As in the case of FIG. 3A, the allowable bending moment M3 determined by the concrete of the deck slab 1 is calculated in the same manner as the allowable bending moment M1 determined by the concrete of the deck slab 1 calculated by the above formula (4).

[0088] M3 = cZc × Fc / 3…(17)

[0089] As in the case of FIG. 3A, the allowable bending moment M4 determined by the steel material of the deck slab 1 is calculated in the same manner as the allowable bending moment M2 determined by the steel material of the deck slab 1 calculated by the above formula (5).

[0090] M4=cZt×F / 1.5…(18)

[0091] Considering the above equations (17) and (18), the allowable positive bending moment M34 of the deck slab 1 can be determined by taking the larger value of the allowable bending moment M3 determined by the concrete of the deck slab 1 or the allowable bending moment M4 determined by the steel material, and therefore the following relational expression holds.

[0092] M34=MAX(M3,M4)…(19) It should be noted that MAX(M3, M4) means that the larger of the values of M3 and M4 obtained by equations (17) and (18) is adopted.

[0093] If the section modulus of the top end of deck slab 1 is eZt and the design standard strength of the concrete is Fc, the following relationship holds for the allowable bending moment M5 determined by the concrete of deck slab 1.

[0094] M5=0.62×{(Fc)^(1 / 2)}×eZt…(20)

[0095] Considering the above equations (18) and (20), the allowable negative bending moment M45 of the deck slab 1 can be determined by taking the larger value of the allowable bending moment M5 determined by the concrete of the deck slab 1 or the allowable bending moment M4 determined by the steel material, and the following relational expression is therefore established.

[0096] M45=MAX(M4,M5)…(21) Note that MAX(M4, M5) indicates that the larger of the values of M4 and M5 obtained by equations (18) and (20) is adopted.

[0097] Considering the above equations (12) and (19), if the allowable positive bending moment M34 of the deck slab 1 satisfies the following relationship in relation to the positive bending moment M6 generated in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0098] M34≧M6…(22)

[0099] Considering the above equations (13) and (21), if the allowable negative bending moment M45 of the deck slab 1 satisfies the following relationship in relation to the negative bending moment M7 generated in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0100] M45≧M7…(23)

[0101] From the above equations (1) to (2) and (10) to (13), it can be seen that the absolute value of the positive bending moment M6 and the absolute value of the negative bending moment M7 generated in the deck slab 1 are smaller than the absolute value of the positive bending moment M0 generated in the deck slab 1 in Figure 3A. Therefore, it can be seen that the range of sizes of openings 3 calculated based on the above formulas (22) to (23) for which reinforcement by load-bearing reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement by beams is not required is wider than the range of sizes of openings 3 calculated based on the above formula (7) for which reinforcement by load-bearing reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement by beams is not required.

[0102] Based on the above formulas (10) to (23), the inventors of the present application have considered the range of sizes of the opening 3 that do not require reinforcement by load-bearing reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement by beams.

[0103] The distance between supports in the Y direction, L, is 3000 mm, and the uniformly distributed load, W, acting on deck slab 1 is 7220 N / m 2 In the case where the size XB of the opening 3 in the X direction is 450 mm and the size in the Y direction is 900 mm, the load adW borne by the material of the deck slab 1 other than the opening 3 by providing the opening 3 is 1625 N / m 2 Therefore, when opening 3 is provided, the positive bending moment M6 generated in deck slab 1 is 3318 N m (absolute value) when applying formula (12) above, and 4423 N m (absolute value) when applying formula (16) above, and the negative bending moment M7 is 6635 N m (absolute value). Based on the above formula (1), the positive bending moment M0 that occurs in the deck slab 1 when an opening 3 is provided is calculated to be 9953 N·m. In addition, the uniformly distributed load W acting on deck slab 1 is changed from 7220 to 10420 N / m 2 When the opening 3 is installed, the load adW borne by the material of the deck slab 1 other than the opening 3 is 2345N / m 2 Therefore, when opening 3 is provided, the positive bending moment M6 generated in deck slab 1 is 4788 N·m (absolute value) when applying the above formula (12), and 6383 N·m (absolute value) when applying the above formula (16), and the negative bending moment M7 is 9574 N·m (absolute value). Based on the above formula (1), the positive bending moment M0 that occurs in the deck slab 1 when an opening 3 is provided is calculated to be 14,363 N·m.

[0104] On the other hand, the concrete side section modulus cZc of deck slab 1 is 2280 × (10^3) mm 3 , Deck slab 1 steel side section modulus cZt is 86.7 × (10^3) mm 3 , the section modulus eZt of the top end of deck slab 1 is 2690 × (10^3) mm 3 , the design strength Fc of concrete 7 is 18N / mm 2 , the standard strength (yield point) F of the allowable stress of the steel is 205N / mm 2 In this case, the allowable bending moment M3 determined by the concrete of deck slab 1 is 13,680 N·m, the allowable bending moment M4 determined by the steel material of deck slab 1 is 11,849 N·m, the allowable bending moment M5 determined by the concrete of deck slab 1 is 7,076 N·m, the allowable positive bending moment M34 of deck slab 1 is 13,680 N·m, and the allowable negative bending moment M45 of deck slab 1 is 11,849 N·m.

[0105] Here, when the strength correction factor is set to 1.5, the allowable positive bending moment M34 of deck slab 1 is 20,520 N·m, and the allowable negative bending moment M45 of deck slab 1 is 17,773 N·m. When the strength correction factor is set to 2.0, the allowable positive bending moment M34 of deck slab 1 is 27,360 N·m, and the allowable negative bending moment M45 of deck slab 1 is 23,698 N·m.

[0106] From the above results, if the size of the opening 3 in the X direction is 450 mm or less, the yield point F is 205 N / mm 2 Even when deck plate 2 is used, it has a strength correction factor of 1.5 or more for the long-term allowable load, so it was confirmed that reinforcement with strength reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement with beams is not necessary.

[0107] Furthermore, when deck slab 1 is reinforced with load-bearing reinforcement 4, if the allowable stress of load-bearing reinforcement 4 is ft, the cross-sectional area of load-bearing reinforcement 4 is at, the distance from the compression edge of load-bearing reinforcement 4 is rd, and the number of load-bearing reinforcement 4 is N, then the following relationship holds for the allowable bending moment MA increased by load-bearing reinforcement 4.

[0108] MA={7×(at×N)×ft×rd} / 8…(24)

[0109] Considering the above equations (12), (13), (19), (21), and (24), if the allowable positive bending moment M34 of the deck slab 1, the allowable negative bending moment M45 of the deck slab 1, and the allowable bending moment MA increased by the load-bearing reinforcement 4 satisfy the following relationship in relation to the positive bending moment M0 generated in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0110] M34+MA≧M6…(25)

[0111] M45+MA≧M7…(26)

[0112] Based on the above (10) to (26), the inventors of the present application have considered the range of sizes of the opening 3 where reinforcement is only performed with the load-bearing reinforcement bars 4, the distribution bars 5, and the opening reinforcement bars 6, and reinforcement with beams is not necessary.

[0113] The distance between supports in the Y direction, L, is 3000 mm, and the uniformly distributed load, W, acting on deck slab 1 is 7220 N / m 2 In the case where the size XB of the opening 3 in the X direction is 600 mm and the size in the Y direction is 900 mm, the load adW borne by the material of the deck slab 1 other than the opening 3 by providing the opening 3 is 2166 N / m 2 Therefore, when opening 3 is provided, the positive bending moment M6 generated in deck slab 1 is 3521 N·m (absolute value) when applying the above formula (12), and 4694 N·m (absolute value) when applying the above formula (16), and the negative bending moment M7 is 7042 N·m (absolute value). Based on the above formula (1), the positive bending moment M0 that occurs in the deck slab 1 when an opening 3 is provided is calculated to be 10,563 N·m. In addition, the uniformly distributed load W acting on deck slab 1 is changed from 7220 to 10420 N / m 2 When the opening 3 is installed, the load adW borne by the material of the deck slab 1 other than the opening 3 is 3126N / m 2 Therefore, when opening 3 is provided, the positive bending moment M6 generated in deck slab 1 is 5081 N m (absolute value) when applying formula (12) above, and 6773 N m (absolute value) when applying formula (16) above, and the negative bending moment M7 is 10160 N m (absolute value). Based on the above formula (1), the positive bending moment M0 that occurs in the deck slab 1 when an opening 3 is provided is calculated to be 15,243 N·m.

[0114] On the other hand, the concrete side section modulus cZc of deck slab 1 is 2280 × (10^3) mm 3 , Deck slab 1 steel side section modulus cZt is 86.7 × (10^3) mm 3 , the section modulus eZt of the top end of deck slab 1 is 2690 × (10^3) mm 3 , the design strength Fc of concrete 7 is 18N / mm 2 , the standard strength (yield point) F of the allowable stress of the steel is 205N / mm 2 In this case, the allowable bending moment M3 determined by the concrete of deck slab 1 is 13,680 N·m, the allowable bending moment M4 determined by the steel material of deck slab 1 is 11,849 N·m, the allowable bending moment M5 determined by the concrete of deck slab 1 is 7,076 N·m, the allowable positive bending moment M34 of deck slab 1 is 13,680 N·m, and the allowable negative bending moment M45 of deck slab 1 is 11,849 N·m.

[0115] Here, the allowable stress ft of the strength reinforcement 4 is 195N / mm 2 , the cross-sectional area at of the strength reinforcement 4 is 1.27×(10^2)mm2 (Reinforcement bars with a nominal diameter of D13), the distance rd from the compression edge of the strength reinforcement 4 is 83.5 mm, and the number N of strength reinforcement 4 is 2 (reinforcement arranged on the left and right sides of the opening 3 in the X direction), the allowable bending moment MA increased by the strength reinforcement 4 was 3619 N·m. Therefore, the sum of the allowable positive bending moment M34 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 was 17,299 N·m. In addition, the sum of the allowable negative bending moment M45 of deck slab 1 and the allowable bending moment MA increased by load-bearing reinforcement 4 was 15,468 N·m.

[0116] Here, when the strength correction factor is set to 1.5, the sum of the allowable positive bending moment M34 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 is 25,949 N·m, the sum of the allowable negative bending moment M45 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 is 23,202 N·m, when the strength correction factor is set to 2.0, the sum of the allowable positive bending moment M34 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 is 34,598 N·m, and the sum of the allowable negative bending moment M45 of deck slab 1 and the allowable bending moment MA increased by the strength reinforcement 4 is 30,936 N·m.

[0117] From the above results, if the size of the opening 3 in the X direction is 600 mm or less, the yield point F is 205 N / mm 2 Even when deck plate 2 is used, it has a strength correction factor of 1.5 or more for the long-term allowable load, so it was confirmed that reinforcement with only strength reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is required, and reinforcement with beams is not necessary.

[0118] FIG. 4 is a plan view of a floor system composed of a deck slab with an opening.

[0119] In FIG. 4, minor beams 33A and 33B are installed in a space surrounded by columns 31A to 31D and girders 32A to 32D, and deck plate 2 is laid across major beam 32A, minor beams 33A and 33B, and major beam 32C. In the area 34 where the deck plate 2 is laid out, a plurality of openings 3A and 3B are provided.

[0120] The above-mentioned range of sizes of openings 3 for which reinforcement with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6, or reinforcement with beams, is not required when openings 3 are provided in deck slab 1, and the concept of the range of sizes of openings 3 for which reinforcement with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 is only required and reinforcement with beams is not required, is also the same when there are multiple openings 3A, 3B. In other words, when calculating using the model diagrams of the deck slab in Figures 3A and 3B, the size of one opening 3 in the X direction was taken as XB, and the load adW borne instead by the material of the deck slab 1 other than opening 3 was calculated. However, when there are multiple openings 3A and 3B as in Figure 4, if the size of opening 3A in the X direction is taken as XB1 and the size of opening 3B in the X direction is taken as XB2, then XB can be treated as XB = XB1 + XB2.

[0121] Specifically, by providing opening 3, the load adW that is borne instead by the material of deck slab 1 other than opening 3 is expressed by the following relationship, where W is the uniformly distributed load acting on deck slab 1 without opening 3, XB1 is the size of opening 3A in the X direction, and XB2 is the size of opening 3B in the X direction.

[0122] adW = (XB1 + XB2) × W / 2…(27)

[0123] Therefore, based on the above formulas (27) and (1) through (26), when multiple openings 3A and 3B are provided in the deck slab 1, it is possible to calculate the range of opening size 3 for which reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, and opening reinforcement 6, or reinforcement with beams, is not required, and the range of opening size 3 for which reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is only required, without reinforcement with beams. Note that in this study, the load W does not take into account the degree of fixation in the longitudinal direction (X direction) of the deck slab 1. When calculating the moment generated as a perimeter-fixed slab, taking into account the degree of fixation in the longitudinal direction (X direction), W can be appropriately reduced by taking into account the degree of fixation of the surrounding beams and slab. In other words, more detailed reinforcement considerations are possible by carefully examining the peripheral fixation conditions.

[0124] <<Calculation method for deck slab opening range that does not require reinforcement using the finite element method>> Next, we will explain how to calculate the range of dimensions of openings in deck slabs that do not require reinforcement by reinforcing bars or beams, using the finite element method.

[0125] FIG. 5A is an example of a plan view of a floor structure for which generated moments are calculated using the finite element method. Figure 5B shows an example of the analysis results of a floor structure in which the generated moment was calculated using the finite element method.

[0126] FIG. 5A shows a structural analysis model 40 of a floor system in which a deck slab is laid in an area surrounded by columns 41, the model being analyzed by the finite element method. The structural analysis model 40 shows a mesh 42 in which the structure is divided into a finite number of elements.

[0127] In structural analysis using the finite element method (FEM), a structure to be analyzed is modeled as a structural analysis model 40, and the components of the structural analysis model 40 are divided into a finite number of elements. A collection of the components 43 divided into a finite number of elements is called a mesh 42. By dividing the structure to be analyzed into a mesh 42, which is a collection of components 43 consisting of small areas, and repeating simple calculations using functions, equations, etc. for each of the components 43, it becomes possible to perform static and dynamic analysis of the entire mesh 42 to be analyzed. Furthermore, the load acting on the structural analysis model 40 can be set arbitrarily.

[0128] Next, we will explain the range of dimensions of deck slab openings that do not require specific reinforcement or beam reinforcement in structural analysis using the finite element method, and the design method for them.

[0129] The method for calculating the allowable bending moment is the same as in the case of FIGS. 3A and 3B. That is, the allowable bending moment M8 determined by the concrete of the deck slab 1 is calculated in the same manner as the allowable bending moments M1 and M3 determined by the concrete of the deck slab 1 calculated by the above formulas (4) and (17).

[0130] M8 = cZc × Fc / 3…(28)

[0131] The allowable bending moment M9 determined by the steel material of the deck slab 1 can be calculated in the same manner as the allowable bending moments M2 and M4 determined by the steel material of the deck slab 1 using the above formulas (5) and (18).

[0132] M9=cZt×F / 1.5…(29)

[0133] Considering the above equations (28) and (29), the allowable positive bending moment M89 of the deck slab 1 can be determined by taking the larger value of the allowable bending moment M8 determined by the concrete of the deck slab 1 or the allowable bending moment M9 determined by the steel material, and the following relational expression is therefore established.

[0134] M89=MAX(M8,M9)…(30) It should be noted that MAX(M8, M9) means that the larger of the values of M8 and M9 obtained by equations (28) and (29) is adopted.

[0135] If the section modulus of the top end of deck slab 1 is eZt and the design standard strength of the concrete is Fc, the following relationship holds for the allowable bending moment M10 determined by the concrete of deck slab 1.

[0136] M10=0.62×{(Fc)^(1 / 2)}×eZt…(31)

[0137] Considering the above equations (29) and (31), the allowable negative bending moment M910 of the deck slab 1 can be determined by taking the larger value of the allowable bending moment M10 determined by the concrete of the deck slab 1 or the allowable bending moment M9 determined by the steel material, and the following relational expression is therefore established.

[0138] M910=MAX(M9,M10)…(32) It should be noted that MAX(M9, M10) means that the larger of the values of M9 and M10 obtained by equations (29) and (31) is adopted.

[0139] The maximum positive bending moment M1A that occurs in the deck slab, calculated using the finite element method, is calculated by including as input elements at least one of the following: deck slab cutting method, position of opening 3, dimensions of opening 3, specifications regarding fire-resistant reinforcement, distance between deck slab supports, cross-sectional performance of the deck slab, material strength of the deck slab, live load and dead load, whether or not there has been a change in design load, beam conditions, column conditions, building structure, beam and deck plate joining method, and allowable stress of the deck slab.

[0140] In addition, the maximum negative bending moment M1B that occurs in the deck slab, calculated by the finite element method, is calculated by including as input elements at least one of the following: deck slab cutting method, position of opening 3, dimensions of opening 3, specifications regarding fire-resistant reinforcement, distance between deck slab supports, cross-sectional performance of the deck slab, material strength of the deck slab, live load and dead load, whether or not there has been a change in design load, beam conditions, column conditions, building structure, beam and deck plate joining method, and allowable stress of the deck slab.

[0141] The method of cutting the deck slab includes information on whether to cut before the concrete hardens, after the concrete hardens, or by using a core drill after the concrete hardens.

[0142] The position of the openings 3 includes information on whether they are independent openings 3, continuous openings 3, or irregular openings, the coordinate positions of the openings 3 located on the plane of the deck slab 1, and whether there are multiple openings 3. In addition, if there are multiple openings 3, the above information for each opening 3 is included.

[0143] The dimensions of the opening 3 include information on specific dimensional values that can determine, for example, the range of sizes of the opening 3 for which reinforcement by load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 or reinforcement by beams is not required, and the range of positions and sizes of the opening 3 for which reinforcement by load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 is only required and reinforcement by beams is not required. For example, information on whether the size XB of the opening 3 in the X direction is greater than 900 mm, whether the size XB of the opening 3 in the X direction is greater than 450 mm, and whether the size XB of the opening 3 in the Y direction is greater than 450 mm is included.

[0144] The specifications regarding fire-resistant reinforcement bars include information regarding the presence or absence of fire-resistant reinforcement bars and whether or not the fire-resistant reinforcement bars are to be cut.

[0145] The deck slab support distance includes information regarding whether the deck slab is supported in the extension direction of the deck plate, whether the deck slab is supported in the width direction of the deck plate, and the distance between the main beam and the secondary beam.

[0146] Live load refers to the live load specified for each type of room in Article 85 of the Building Standards Act Enforcement Order. A dead load is a load other than the live load that is generated by the mass of the ceiling, roof finish, insulation material, additional concrete, etc. other than the deck plate.

[0147] The beam conditions include information on the beam dimensions, the beam material, whether the beam is a composite beam, and so on.

[0148] The pillar conditions include information about the pillar dimensions, the pillar material, and the like.

[0149] The structure of a building includes information on whether it is made of steel, reinforced concrete, or wood.

[0150] The joining method between the beam and the deck plate includes information on whether it is stud welding, whether it is burn-out plug welding, whether it is joining with a driven rivet, whether it is spot welding, bolt joining, drill screw joining, etc.

[0151] The allowable stress of the deck slab includes information on the long-term allowable stress, medium-term allowable stress, short-term allowable stress, allowable stress during temporary use, etc.

[0152] Considering the above equation (30), if the allowable positive bending moment M89 of the deck slab 1 satisfies the following relationship in relation to the positive bending moment M1A generated in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0153] M89≧M1A…(33)

[0154] Considering the above equation (31), if the allowable negative bending moment M910 of the deck slab 1 satisfies the following relationship in relation to the maximum negative bending moment M1B that occurs in the deck slab 1, then it can be said that the deck slab 1 meets the design requirements.

[0155] M910≧M1B…(34)

[0156] By calculating the maximum positive bending moment M1A generated in the deck slab and the maximum negative bending moment M1B generated in the deck slab 1 using the finite element method and then taking into account the above equations (33) and (34), the range of the size of the opening 3 for which reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or reinforcement with beams is not required can be calculated more accurately according to the specific design conditions compared to when calculated using Figures 3A and 3B.

[0157] FIG. 5B shows the analysis results of a moment calculation performed by the finite element method on a structural analysis model 40 of a floor system in which deck slabs are laid in an area surrounded by columns 41. In FIG. 5B, component 44 experiences the maximum bending moment. By checking the magnitude of the bending moment generated in the component 44, it is possible to check the range of values for the size of the opening 3 for which reinforcement with specific load-bearing reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, or reinforcement with beams is not required.

[0158] <Opening structure calculation system> FIG. 6 is a diagram showing an example of the configuration of an opening structure calculation system and a functional block configuration of an information processing device according to the first embodiment of the present invention.

[0159] The information processing system 10 shown in the figure is a system for supporting structural calculations when an opening 3 is provided in a deck slab 1. Hereinafter, the information processing system 10 will also be referred to as the "opening structural calculation system 10." Specifically, when a deck slab 1 is used as a building material in the design of a specific building and an opening 3 is created in the deck slab 1, the opening structural calculation system 10 is a system for confirming whether reinforcement with load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement with beams is necessary based on information regarding the specifications of the opening specified by the system user (hereinafter also referred to as "opening consideration information 122").

[0160] 6, the opening structure calculation system 10 includes an information processing device 100 and a client terminal device 200. The information processing device 100 and the client terminal device 200 are connected to a network 300, and data can be transmitted and received between the information processing device 100 and the client terminal device 200 via the network 300. Note that while Figure 6 shows a case in which one client terminal device 200 is connected to the network 300 in the opening structure calculation system 10, multiple client terminal devices 200 may be connected to the network 300. The network 300 is, for example, a local area network (LAN).

[0161] In the following description, the information processing device 100 is also simply referred to as the "server 100." In the following description, a user who operates the server 100 is also referred to as a "system user."

[0162] First, the hardware configuration of the server 100 will be described.

[0163] FIG. 7 is a diagram showing the hardware configuration of the server 100 that constitutes the opening structure calculation system 10. As shown in FIG.

[0164] The server 100 includes, as hardware resources, an arithmetic unit 101, a storage unit 102, an input unit 103, an I / F (Interface) unit 104, an output unit 105, and a bus 106.

[0165] The arithmetic device 101 is configured with processors such as a CPU (Central Processing Unit) and a DSP (Digital Signal Processor). The storage device 102 has a storage area for storing programs for causing the arithmetic device 101 to execute various types of data processing, and data such as parameters and calculation results used in the data processing by the arithmetic device 101, and is configured with, for example, a ROM (Read Only Memory), a RAM (Random Access Memory), a HDD, and a flash memory.

[0166] Here, the program 102A includes an opening structure calculation program for causing a computer to function as the server 100, and is pre-installed in the storage device 102, for example.

[0167] The data 102B also includes opening examination information 122 and the like as data for an opening structure calculation program.

[0168] The program and data may be distributed via a network, or may be written to a non-transitory computer readable medium such as a CD-ROM and distributed.

[0169] The input device 103 is a functional unit that detects input of information from the outside, and is composed of, for example, a keyboard, a mouse, a pointing device, buttons, a touch panel, etc. The I / F device 104 is a functional unit that sends and receives information to and from the outside, and is composed of a communication control circuit, an input / output port, an antenna, etc. for wired or wireless communication.

[0170] The output device 105 is a functional unit that outputs information obtained by data processing by the arithmetic device 101. Examples of the output device 105 include an external storage device such as an SSD or HDD, and a display device such as a console unit. The bus 106 is a functional unit that interconnects the arithmetic device 101, the storage device 102, the input device 103, the I / F device 104, and the output device 105, enabling data exchange among these devices.

[0171] In the server 100, each calculation device 101 executes calculations according to the programs and data stored in each storage device 102, and controls the storage device 102, input device 103, I / F device 104, output device 105, and bus 106 in each server, thereby realizing each functional block in the server 100 (input receiving unit 111, calculation unit 112, output unit 113, and storage unit 121).

[0172] Next, each functional block of the server 100 will be described in detail.

[0173] As shown in Figure 6, the server 100 has an input receiving unit 111, a calculation unit 112, an output unit 113, and a memory unit 121 as functional blocks for supporting structural calculations when an opening 3 is provided in a deck slab 1. These functional blocks are realized by the cooperation of the hardware resources and software that constitute the server 100.

[0174] The above software is a program for realizing structural calculation support (native application) when an opening 3 is provided in the deck slab 1 of this embodiment, and is, for example, downloaded in advance from an external device (e.g., an external storage medium) and stored in a storage device (e.g., storage unit 121) within the server 100.

[0175] The above program may be distributed via a network, or may be written to a computer-readable storage medium (non-transitory computer-readable medium) such as a CD-ROM or flash memory and distributed.

[0176] 7 by a system user or data input from outside the server 100. As a specific example, the input receiving unit 111 receives a request transmitted from a client terminal device 200 connected via the network 300, and instructs each functional unit in the server 100 to execute processing in accordance with the received request.

[0177] For example, the input receiving unit 111 receives opening examination information 122 transmitted from the client terminal device 200 connected via the network 300 , and stores the opening examination information in the storage unit 121 . Furthermore, for example, the input receiving unit 111 receives opening examination information 122 input by the system user via the input device 103 in FIG. The opening examination information 122 can be stored in advance in the storage unit 121 by a system administrator.

[0178] Furthermore, for example, when the input receiving unit 111 receives a request to instruct the execution of structural calculations when an opening 3 is provided in the deck slab 1 specified by the opening consideration information 122, it instructs the calculation unit 112 to execute structural calculations when an opening 3 is provided in the deck slab 1, and also instructs the output unit 113 to output the calculation results by the calculation unit 112 to the client terminal device 200 as a response.

[0179] The calculation unit 112 is a functional unit that performs various calculations related to structural calculations of the deck slab 1 having the opening 3. Specifically, based on the opening consideration information 122 stored in the memory unit 121, the calculation unit 112 calculates the maximum bending moment that will occur when the opening 3 is provided in the deck slab 1 and the maximum bending moment that is allowable in terms of the material and structure of the deck slab 1, and stores the calculation results in the memory unit 121 as calculation results 123. Specifically, the calculation unit 112 performs structural calculations when an opening 3 is provided in the deck slab 1, based on the opening consideration information 122 stored in the memory unit 121. For example, as the structural calculations when an opening 3 is provided in the deck slab 1, the calculation unit 112 calculates the maximum bending moment that will occur in the deck slab 1 provided with the opening 3 specified by the opening consideration information 122. The calculation unit 112 also performs a determination process to determine whether the calculated maximum bending moment satisfies a standard, and a determination process to determine whether the deck slab 1 provided with the opening 3 needs reinforcement by load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement by beams. Furthermore, the calculation unit 112 stores the calculation results, including the calculated maximum bending moment, and the determination results from the determination process in the memory unit 121 as calculation results 123.

[0180] Here, when applying a method for calculating the deck slab opening range using structural calculations based only on moments in one direction, the calculation unit 112 calculates the maximum bending moment M0 that occurs when an opening 3 is created in the deck slab 1 and the maximum bending moment M12 that is allowable due to the material and structure of the deck slab 1, based on the above formulas (1) to (9). In addition, when applying a method for calculating the deck slab opening range using structural calculations based on two-directional moments, the calculation unit 112 calculates the maximum bending moments M6 and M7 that occur when an opening 3 is created in the deck slab 1, and the maximum bending moments M34 and M45 that are allowable due to the material and structure of the deck slab 1, based on the above equations (10) to (27). In addition, when applying a method for calculating the deck slab opening range that does not require reinforcement using the finite element method, the calculation unit 112 calculates the maximum bending moments M1A and M1B that occur when an opening 3 is created in the deck slab 1, and the maximum bending moments M89 and M910 that are allowable due to the material and structure of the deck slab 1, based on the above equations (28) to (34).

[0181] The output unit 113 is a functional unit that outputs data to the outside of the server 100. As a specific example, the output unit 113 transmits the calculation results stored in the calculation results 123 to the client terminal device 200 via the network 300. Also, for example, the output unit 113 displays the calculation results to the system user via the output device 105 in FIG. The calculation result 123 may include both a judgment result indicating whether the deck slab 1 with an opening 3 satisfies the maximum bending moment standard, and a judgment result indicating whether the deck slab 1 with an opening 3 requires reinforcement with load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement with beams, or it may include only one of them.

[0182] The storage unit 121 is a functional unit that stores various data related to support for structural calculation when the opening 3 is provided in the deck slab 1. For example, the storage unit 121 stores opening examination information 122 received by the input receiving unit 111 and calculation results 123 by the calculation unit 112.

[0183] The opening consideration information 122 includes information prepared in advance by a system administrator or the like regarding structural calculations when an opening 3 is provided in the deck slab 1. For example, the opening consideration information 122 includes, but is not limited to, information regarding the deck slab cutting method, the position of the opening 3, the dimensions of the opening 3, specifications regarding fire-resistant reinforcement, the distance between deck slab supports, the cross-sectional performance of the deck slab, the material strength of the deck slab, live load and dead load, whether or not there has been a change in design load, beam conditions, column conditions, building structure, beam and deck plate joining method, and allowable stress of the deck slab.

[0184] The opening examination information 122 stored in the storage unit 121 may include not only information input by the system user but also information prepared in advance by a system administrator or the like.

[0185] The calculation result 123 is information that constitutes part of the memory unit 121, and includes the value of the maximum bending moment that occurs in the deck slab 1 with the opening 3 specified by the opening consideration information 122, calculated by the calculation unit 112, the value of the maximum bending moment that is allowable given the material and structure of the deck slab 1, a judgment result indicating whether the value of the maximum bending moment that occurs in the deck slab 1 with the opening 3 satisfies a standard value (for example, the value of the maximum bending moment that is allowable given the material and structure of the deck slab 1), and information on the judgment result indicating whether the deck slab 1 with the opening 3 needs reinforcement with load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement with beams.

[0186] Next, the hardware configuration of the client terminal device 200 will be described.

[0187] FIG. 9 is a diagram showing the hardware configuration of the client terminal device 200 that constitutes the opening structure calculation system 10. As shown in FIG.

[0188] The client terminal device 200 includes, as hardware resources, an arithmetic unit 201, a storage device 202, an input device 203, an I / F (Interface) device 204, an output device 205, and a bus 206.

[0189] The arithmetic device 201 is configured with processors such as a CPU (Central Processing Unit) and a DSP (Digital Signal Processor). The storage device 202 has a storage area for storing programs for causing the arithmetic device 201 to execute various data processing operations, and data such as parameters and calculation results used in the data processing by the arithmetic device 201, and is configured with, for example, a ROM (Read Only Memory), a RAM (Random Access Memory), a HDD, and a flash memory.

[0190] Here, the programs include programs such as an OS and a browser for causing a computer to function as the client terminal device 200, and are pre-installed in the storage device 202, for example.

[0191] The input device 203 is a functional unit that detects input of information from the outside, and is composed of, for example, a keyboard, a mouse, a pointing device, buttons, a touch panel, etc. The I / F device 204 is a functional unit that sends and receives information to and from the outside, and is composed of a communication control circuit, an input / output port, an antenna, etc. for wired or wireless communication.

[0192] The output device 205 is a functional unit that outputs information obtained by data processing by the arithmetic device 201. Examples of the output device 205 include external storage devices such as SSDs and HDDs, and display devices such as LCDs (Liquid Crystal Displays) and organic EL (Electro Luminescence) displays. The bus 206 is a functional unit that interconnects the arithmetic device 201, storage device 202, input device 203, I / F device 204, and output device 205, enabling data exchange among these devices.

[0193] In the client terminal device 200, the calculation device 201 executes calculations in accordance with a program stored in the memory device 202, and controls the memory device 202, the input device 203, the I / F device 204, the output device 205, and the bus 206, thereby realizing each functional block of the client terminal device 200 shown in Figure 8 (input interface unit 211, transmission unit 212, data reception unit 213, display unit 214, control unit 215).

[0194] For example, input interface unit 211, transmission unit 212, data reception unit 213, display unit 214, and control unit 215 are realized by an OS (Operating System) and browser programs pre-installed in client terminal device 200. In other words, the browser is downloaded in advance from an external device (e.g., a server on the Internet) and stored in storage device 202 in client terminal device 200, which will be described later.

[0195] Next, each functional block of the client terminal device 200 will be described in detail.

[0196] FIG. 8 is a diagram showing an example of the configuration of an opening structure calculation system and a functional block configuration of a client terminal device according to the first embodiment of the present invention.

[0197] The client terminal device 200 is an information processing device (program processing device) used by a system user who wishes to obtain the structural calculation results of a deck plate, etc. As shown in Fig. 8, the client terminal device 200 has an input interface unit 211, a transmission unit 212, a data reception unit 213, a display unit 214, and a control unit 215. These functional units are realized by the cooperation of the hardware resources and software that constitute the client terminal device 200.

[0198] The input interface unit 211 is a functional unit that accepts input of various data and various instructions from the system user.

[0199] Specifically, the input interface unit 211 accepts input of the opening consideration information 122. For example, the input interface unit 211 accepts, as the opening consideration information 122, values and the like input by a system user into an input form of a web page displayed on the display unit 214 by a web browser.

[0200] The input interface unit 211 also accepts an instruction to execute a calculation of the maximum bending moment that will occur in the deck slab 1 provided with the opening 3 specified by the opening examination information 122, as a structural calculation when an opening 3 is provided in the deck slab 1 based on the input opening examination information 122. Furthermore, the input interface unit 211 accepts an instruction to execute a determination process to determine whether the calculated maximum bending moment satisfies a standard, and a determination process to determine whether the deck slab 1 provided with the opening 3 needs reinforcement by load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement by beams. For example, the input interface unit 211 accepts an instruction to execute the structural calculation and the determination process when the execute button of the web browser displayed on the screen of the display unit 214 is selected (clicked). The input interface unit 211 provides the received various data and instructions to the control unit 215 .

[0201] The transmission unit 212 is a functional unit that transmits a request and various data according to instructions input by the system user via the input interface unit 211 to the server 100. For example, in accordance with instructions input by the system user via the input interface unit 211, the transmission unit 212 transmits a request including opening examination information 122 and an instruction to execute processing (structural calculation and determination processing) based on the opening examination information 122 to the server 100 via the network 300.

[0202] The data receiving unit 213 is a functional unit that receives various data transmitted from the server 100. Specifically, the data receiving unit 213 receives a response from the server 100 via the network 300 in response to the request output from the transmitting unit 212. For example, when the client terminal device 200 accesses the server 100 via a web browser, the data receiving unit 213 receives an HTML file transmitted from the server 100 and provides it to the control unit 215. The control unit 215 displays a web page based on the received HTML file on the screen of the display unit 214. The data receiving unit 213 also receives results of structural calculations and determination processes for the deck slab 1 having the opening 3 as a response to the request output from the transmitting unit 212 and provides them to the control unit 215. The control unit 215 displays the received results of structural calculations and determination processes for the deck slab 1 having the opening 3 on the display unit 214.

[0203] The display unit 214 is a functional unit that displays various types of information. For example, the display unit 214 displays a web page using a web browser. In addition, the display unit 214 displays information included in a response transmitted from the output unit 113 of the server 100 in response to a request transmitted by the transmission unit 212.

[0204] The control unit 215 is a functional unit that comprehensively controls each functional unit of the client terminal device 200. For example, in response to an instruction input by a system user via the input interface unit 211, the control unit 215 instructs the transmission unit 212 to transmit the opening examination information 122 and a request to the server 100 via the network 300. The control unit 215 also instructs the display unit 214 to display information included in a response transmitted from the server 100 in response to the request.

[0205] Next, an example of how to use the opening structure calculation system 10 will be described.

[0206] In many cases, the person who considers the construction of openings in deck slabs is not the structural designer of the building, but rather the equipment designer who considers the layout routes of the piping, cables, etc. required for the operation of the equipment installed in the building. Since equipment designers do not have specialized knowledge about calculating the strength of opening reinforcement, they must request the structural designer to consider the constraints on the structural strength of the opening and the necessary reinforcement methods, and only after the structural designer has completed their consideration can they begin cutting the opening. As a result, it takes time from when the equipment designer begins considering the construction details of the opening to when they can begin cutting the opening, which is one of the factors that lengthen the construction period.

[0207] When using the opening structural calculation system 10 according to the embodiment of the present invention, a facility designer inputs opening examination information 122 into the client terminal device 200, and the information processing device 100 calculates the maximum bending moment that will occur in the deck slab 1 provided with the opening 3 specified by the opening examination information 122 as a structural calculation when an opening 3 is provided in the deck slab 1. The information processing device 100 also performs a determination process to determine whether the calculated maximum bending moment satisfies a standard, and a determination process to determine whether the deck slab 1 provided with the opening 3 needs reinforcement with load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement with beams. Therefore, the facility designer can check the calculation results 123 calculated based on the opening consideration information 122 sent from the information processing device 100 on the display screen of the client terminal device 200 in a timely manner.

[0208] Furthermore, the structural designer only needs to check the calculation results 123 calculated using the opening examination information 122 entered by the facility designer at any time, and there is no need for the structural designer to examine the opening construction details himself.

[0209] Therefore, according to the opening structure calculation system 10 of the embodiment of the present invention, the opening construction details are shared in a timely manner between the equipment design staff and the structural designer of the building, thereby shortening the time from when the opening construction details begin to be considered to when the cutting work for the opening begins, thereby making it possible to shorten the construction period.

[0210] When an equipment designer inputs the opening examination information 122, he or she may not be able to input all of the necessary opening examination information 122 because he or she does not have specialized knowledge regarding strength calculations for opening reinforcement. In such a case, by installing an automatic conversation program (chatbot) corresponding to the opening structure calculation program 102A in the information processing device 100, it is possible to actively inquire of the equipment design staff from the information processing device 100 about any missing information among the opening consideration information 122 required for calculating the strength of the opening reinforcement.

[0211] <Construction method for deck slabs with openings> A method for constructing a deck slab having an opening according to the first embodiment of the present invention will be described below. FIG. 10 is a flowchart showing a method for constructing a deck slab having an opening according to the first embodiment of the present invention.

[0212] First, it is determined from the calculation results of the above formulas (1) to (34) whether or not reinforcement by beams is required around the opening 3 in the deck slab 1 when the opening 3 is provided (step S1). If reinforcement by beams is not required around the opening 3 (step S1: No), the process proceeds to step S3. If reinforcement by beams is required around the opening 3 (step S1: Yes), beams are installed around the opening 3 of the deck slab 1 (step S2), and the process proceeds to step S3. Next, the deck plate 2 is placed in the construction area of the deck slab (step S3).

[0213] Next, based on the calculation results of the above formulas (1) to (34), it is determined whether or not reinforcement is required around the opening 3 with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 for the deck slab 1 when the opening 3 is provided (step S4). If reinforcement by the load-bearing reinforcement bars 4, the force distribution bars 5, and the opening reinforcement bars 6 is not required (step S4: No), the process proceeds to step S6. If reinforcement with load-bearing reinforcement bars 4, distribution bars 5, or opening reinforcement bars 6 is required (step S4: Yes), the load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 are installed around the opening 3 in the deck slab 1 (step S5), and then the process proceeds to step S6.

[0214] Next, concrete 7 is poured onto the deck plate 2 (step S6). At this time, it is common to prevent the concrete 7 from flowing into a portion of the area where the deck slab 1 is cut to form the opening 3. After the concrete 7 has hardened, a partial area of the deck slab 1 is cut to provide an opening 3 at a desired position in the deck slab 1 (step S7).

[0215] Using the above method, if a deck slab 1 having an opening 3 needs to be reinforced around the opening 3 with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6, reinforcement can be performed with load-bearing reinforcement bars 4, distribution bars 5, opening reinforcement bars 6, and beams, and if reinforcement with load-bearing reinforcement bars 4, distribution bars 5, and opening reinforcement bars 6 is not needed around the opening 3, unnecessary reinforcement work on the deck slab 1 can be omitted.

[0216] As described above, the deck slabs 1, 1A according to the embodiment are deck slabs 1, 1A having a deck plate 2 with an opening 3 and concrete 7 poured on the deck plate 2, and are characterized in that the magnitudes of the bending moments M0, M6, M7, M1A, M1B generated in the deck slabs 1, 1A are less than or equal to the magnitudes of the allowable bending moments M12, M34, M45, M89, M910 of the deck slab 1.

[0217] According to this, it is possible to calculate the magnitude of the bending moments M0, M6, M7, M1A, M1B generated in the deck slabs 1, 1A and the magnitude of the allowable bending moments M12, M34, M45, M89, M910 of the deck slabs 1, 1A. Therefore, by comparing the magnitude of the bending moments M0, M6, M7, M1A, M1B with the magnitude of the allowable bending moments M12, M34, M45, M89, M910, it can be confirmed that if the values of the bending moments M0, M6, M7, M1A, M1B are less than or equal to the values of the allowable bending moments M12, M34, M45, M89, M910, then it can be confirmed that reinforcement by load-bearing reinforcement 4, force distribution reinforcement 5, opening reinforcement 6, or beams is not necessary. Therefore, the range of application of the deck slabs 1, 1A, which do not require or require less reinforcement of the openings 3, can be expanded.

[0218] Furthermore, the deck slabs 1, 1A according to this embodiment have an opening 3 with an opening width XB of 150 mm or less, and the strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, and the allowable bending moment M1 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (A), the allowable bending moment M2 determined by the steel of the deck slabs 1, 1A calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slabs 1, 1A calculated based on the following formula (D). M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0219] According to this, as long as the relationship of allowable positive bending moment M12 ≧ generated bending moment M0 holds, this falls within the range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required, so it is possible to consider the specific range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required.

[0220] Furthermore, the deck slabs 1 and 1A according to this embodiment have an opening 3 with an opening width XB of 450 mm or less, and a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, and the allowable bending moment M3 determined by the concrete of the deck slabs 1 and 1A calculated based on the following formula (F), the allowable bending moment M4 determined by the steel material of the deck slabs 1 and 1A calculated based on the following formula (G), the allowable positive bending moment M34 of the deck slabs 1 and 1A calculated based on the following formula (H), and the allowable positive bending moment M34 calculated based on the following formula (I). Among the allowable bending moment M5 determined by the concrete of the deck slabs 1 and 1A calculated based on the following formula (J), the allowable negative bending moment (M45) of the deck slabs (1 and 1A) calculated based on the following formula (J), the positive bending moment M6 generated in the deck slabs 1 and 1A calculated based on the following formula (K), and the negative bending moment M7 generated in the deck slabs 1 and 1A calculated based on the following formula (L), the allowable positive bending moment M34 and the positive bending moment M6 satisfy the following formula (L), and the allowable negative bending moment M45 and the negative bending moment M7 satisfy the following formula (N). M3=cZc×Fc / 3…(F) (In the above formula (F), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M4=cZt×F / 1.5…(G) (In the above formula (G), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3,M4)…(H) (In the above formula (H), MAX(M3, M4) means to adopt the larger value of M3 and M4 obtained by formulas (F) to (G).) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4,M5)…(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

[0221] According to this, if the relationship of allowable positive bending moment M34 ≧ generated positive bending moment M6 and allowable negative bending moment M45 ≧ generated negative bending moment M7 holds, then this falls within the range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required, and therefore it is possible to consider the specific range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required.

[0222] Furthermore, the deck slabs 1, 1A according to this embodiment have a strength correction factor of 1.5 or more and less than 2.0, which is obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength, and the allowable bending moment M8 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (O), the allowable bending moment M9 determined by the steel material of the deck slabs 1, 1A calculated based on the following formula (P), the allowable positive bending moment M89 of the deck slabs 1, 1A calculated based on the following formula (Q), the allowable bending moment M10 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (R), the allowable negative bending moment (M910) of the deck slabs (1, 1A) calculated based on the following formula (S), and the maximum positive bending moment (M911) generated in the deck slabs 1, 1A calculated by the finite element method. and the maximum negative bending moment M1B that occurs in the deck slabs 1, 1A calculated by the finite element method, the allowable positive bending moment M89 and the maximum positive bending moment M1A satisfy the following formula (T), and the allowable negative bending moment M910 and the maximum negative bending moment M1B satisfy the following formula (U), and the finite element method includes as input elements at least one of the cutting method of the deck slabs 1, 1A, the position of the openings 3, the dimensions of the openings 3, specifications for the fire-resistant reinforcement, the support distance of the deck slab 1, the cross-sectional performance of the deck slabs 1, 1A, the material strength of the deck slabs 1, 1A, the dead load and live load, whether or not there has been a change in the design load, the conditions of the beams 32, 33, the conditions of the columns 31, 41, the structure of the building, the joining method of the beams 32, 33 and the deck plate 2, and the allowable stress of the deck slabs 1, 1A. M8=cZc×Fc / 3…(O) (In the above formula (O), cZc represents the compressive section modulus of the deck slab, and Fc represents the design strength of the concrete.) M9=cZt×F / 1.5…(P) (In the above formula (P), cZt represents the tensile section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M89=MAX(M8,M9)…(Q) (In the above formula (Q), MAX(M8, M9) means to adopt the larger value of M8 and M9 obtained by formulas (O) to (P).) M10=0.62×{(Fc)^(1 / 2)}×eZt…(R) (In the above formula (R), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M910=MAX(M9,M10)…(S) (In the above formula (S), MAX(M9, M10) means to adopt the larger value of M9 and M10 obtained by formulas (P) and (R).) M89≧M1A…(T) M10≧M1B…(U)

[0223] According to this, if the relationship of allowable positive bending moment M89 ≧ maximum positive bending moment M1A that occurs and allowable negative bending moment M910 ≧ maximum negative bending moment M1B that holds, then this falls within the range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required, and therefore it is possible to consider the specific range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required.

[0224] Furthermore, the deck slabs 1, 1A according to this embodiment have openings 3 with opening widths XB exceeding 150 mm and not exceeding 600 mm, and the strength correction factor obtained by dividing the long-term allowable load calculated by allowable stress design by the actual strength is 1.5 or more and less than 2.0, and the allowable bending moment M1 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (A), the allowable bending moment M2 determined by the steel of the deck slabs 1, 1A calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slabs 1, 1A calculated based on the following formula (D). M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0225] According to this, as long as the relationship of allowable positive bending moment M12 ≧ generated bending moment M0 holds, this falls within the range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required, so it is possible to consider the specific range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required. Furthermore, within the range where the relationship of allowable positive bending moment M12 + allowable bending moment MA increased by load-bearing reinforcement 4 ≧ generated bending moment MO holds, this corresponds to the range where only reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is implemented and reinforcement with beams is not required, so it is possible to consider the specific range where only reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is implemented and reinforcement with beams is not required.

[0226] Furthermore, the deck slabs 1, 1A according to this embodiment have an opening 3 with an opening width XB exceeding 450 mm, and a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, and the allowable bending moment M3 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (F), the allowable bending moment M4 determined by the steel material of the deck slabs 1, 1A calculated based on the following formula (G), the allowable positive bending moment M34 of the deck slabs 1, 1A calculated based on the following formula (H), and the allowable positive bending moment M34 calculated based on the following formula (I). Among the allowable bending moment M5 determined by the concrete of the deck slabs 1 and 1A calculated based on the following formula (J), the allowable negative bending moment M45 of the deck slabs (1 and 1A) calculated based on the following formula (J), the positive bending moment M6 occurring in the deck slabs 1 and 1A calculated based on the following formula (K), and the negative bending moment M7 occurring in the deck slabs 1 and 1A calculated based on the following formula (L), the allowable positive bending moment M34 and the positive bending moment M6 satisfy the following formula (M), and the allowable negative bending moment M45 and the negative bending moment M7 satisfy the following formula (N). M3=cZc×Fc / 3…(F) (In the above formula (F), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M4=cZt×F / 1.5…(G) (In the above formula (G), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3,M4)…(H) (In the above formula (H), MAX(M3, M4) means to adopt the larger value of M3 and M4 obtained by formulas (F) to (G).) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4,M5)…(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

[0227] According to this, if the relationship of allowable positive bending moment M34 ≧ generated positive bending moment M6 and allowable negative bending moment M45 ≧ generated negative bending moment M7 holds, then this falls within the range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required, and therefore it is possible to consider the specific range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required. Furthermore, if the relationship between the allowable positive bending moment M34 + the allowable bending moment MA increased by the load-bearing reinforcement 4 ≧ the generated positive bending moment M6 and the allowable negative bending moment M45 + the allowable bending moment MA increased by the load-bearing reinforcement 4 ≧ the generated negative bending moment M7 holds, then this falls within the range where only reinforcement with the load-bearing reinforcement 4, the distribution reinforcement 5, and the opening reinforcement 6 is performed and reinforcement with beams is not necessary, and therefore it is possible to consider the specific range where only reinforcement with the load-bearing reinforcement 4, the distribution reinforcement 5, and the opening reinforcement 6 is performed and reinforcement with beams is not necessary.

[0228] Furthermore, the deck slabs 1, 1A according to this embodiment have an opening 3 with an opening width XB exceeding 600 mm, and the strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, and the allowable bending moment M1 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (A), the allowable bending moment M2 determined by the steel of the deck slabs 1, 1A calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slabs 1, 1A calculated based on the following formula (D). M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0229] According to this, as long as the relationship of allowable positive bending moment M12 ≧ generated bending moment M0 holds, this falls within the range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required, so it is possible to consider the specific range where reinforcement by load-bearing reinforcement 4, distribution reinforcement 5, opening reinforcement 6, and beams is not required. Furthermore, within the range where the relationship of allowable positive bending moment M12 + allowable bending moment MA increased by load-bearing reinforcement 4 ≧ generated bending moment MO holds, this corresponds to the range where only reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is implemented and reinforcement with beams is not required, so it is possible to consider the specific range where only reinforcement with load-bearing reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is implemented and reinforcement with beams is not required. Furthermore, if the relationship of allowable positive bending moment M12 + allowable bending moment MA increased by strength reinforcement 4 < generated bending moment M0 holds, then this falls within the range where reinforcement by beams is required, and therefore the specific range where reinforcement by beams is required can be considered.

[0230] Furthermore, the deck slabs 1, 1A according to this embodiment have an opening 3 with an opening width XB greater than 300 mm, and the strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength has a value greater than 2.0, and the allowable bending moment M1 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (A), the allowable bending moment M2 determined by the steel of the deck slabs 1, 1A calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slabs 1, 1A calculated based on the following formula (D). M1=cZc×Fc / 3…(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5…(B) (In the above formula (B), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1,M2)…(C) (In the above formula (C), MAX(M1, M2) means to adopt the larger value of M1 and M2 obtained by formulas (A) and (B).) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

[0231] According to this, even in a range where the strength correction factor is greater than 2.0, as long as the relationship of allowable positive bending moment M12 ≧ generated bending moment M0 holds, this falls within a range where reinforcement by strength reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or beams is not required, so it is possible to consider a specific range where reinforcement by strength reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or beams is not required. Furthermore, even in the range where the strength correction factor is greater than 2.0, as long as the relationship of allowable positive bending moment M12 + allowable bending moment MA increased by strength reinforcement 4 ≧ generated bending moment MO holds, this falls within the range where only reinforcement with strength reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is performed and reinforcement with beams is not required, so it is possible to consider the specific range where only reinforcement with strength reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is performed and reinforcement with beams is not required. Furthermore, even in the range where the strength correction factor is greater than 2.0, if the relationship of allowable positive bending moment M12 + allowable bending moment MA increased by strength reinforcement 4 < generated bending moment M0 holds, then this falls within the range where reinforcement by beams is required, and therefore the specific range where reinforcement by beams is required can be considered.

[0232] Furthermore, the deck slabs 1, 1A according to this embodiment have an opening 3 with an opening width XB greater than 300 mm, and the strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength has a value greater than 2.0, and the allowable bending moment M3 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (F), the allowable bending moment M4 determined by the steel material of the deck slabs 1, 1A calculated based on the following formula (G), the allowable positive bending moment M34 of the deck slabs 1, 1A calculated based on the following formula (H), and the allowable positive bending moment M34 calculated based on the following formula (I). Of the allowable bending moment M5 determined by the concrete of the deck slabs 1 and 1A, the allowable negative bending moment (M45) of the deck slab (1, 1A) calculated based on the following formula (J), the positive bending moment M6 occurring in the deck slabs 1 and 1A calculated based on the following formula (K), and the negative bending moment M7 occurring in the deck slabs 1 and 1A calculated based on the following formula (L), the allowable positive bending moment M34 and the positive bending moment M6 satisfy the following formula (M), and the allowable negative bending moment M45 and the negative bending moment M7 satisfy the following formula (N). M3=cZc×Fc / 3…(F) (In the above formula (F), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M4=cZt×F / 1.5…(G) (In the above formula (G), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3,M4)…(H) (In the above formula (H), MAX(M3, M4) means to adopt the larger value of M3 and M4 obtained by formulas (F) to (G).) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4,M5)…(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

[0233] According to this, even in a range where the strength correction factor is greater than 2.0, as long as the relationship of allowable positive bending moment M34 ≧ generated positive bending moment M6 and allowable negative bending moment M45 ≧ generated negative bending moment M7 holds, this falls within a range where reinforcement by strength reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or beams is not required, and therefore it is possible to consider a specific range where reinforcement by strength reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or beams is not required. Furthermore, even in the range where the strength correction factor is greater than 2.0, if the relationship of allowable positive bending moment M34 + allowable bending moment MA increased by strength reinforcement 4 ≧ generated positive bending moment M6 and allowable negative bending moment M45 + allowable bending moment MA increased by strength reinforcement 4 ≧ generated negative bending moment M7 holds, then this falls within the range where only reinforcement with strength reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is implemented and reinforcement with beams is not necessary, so it is possible to consider the specific range where only reinforcement with strength reinforcement 4, distribution reinforcement 5, and opening reinforcement 6 is implemented and reinforcement with beams is not necessary. Furthermore, even in the range where the strength correction factor is greater than 2.0, if the relationship of allowable positive bending moment M34 + allowable bending moment MA increased by strength reinforcement 4 < generated positive bending moment M6 and allowable negative bending moment M45 + allowable bending moment MA increased by strength reinforcement 4 < generated negative bending moment M7 holds, then this falls within the range where reinforcement by beams is required, and the specific range where reinforcement by beams is required can be considered.

[0234] Furthermore, the deck slabs 1, 1A according to this embodiment have an opening 3 with an opening width XB greater than 300 mm, a strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength has a value greater than 2.0, and the allowable bending moment M8 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (O), the allowable bending moment M9 determined by the steel material of the deck slabs 1, 1A calculated based on the following formula (P), the allowable positive bending moment M89 of the deck slabs 1, 1A calculated based on the following formula (Q), the allowable bending moment M10 determined by the concrete of the deck slabs 1, 1A calculated based on the following formula (R), the allowable negative bending moment (M910) of the deck slabs (1, 1A) calculated based on the following formula (S), and the allowable negative bending moment (M910) of the deck slabs 1, 1A calculated by the finite element method. and the maximum negative bending moment M1B generated in the deck slabs 1, 1A calculated by the finite element method, the allowable positive bending moment M89 and the maximum positive bending moment M1A satisfy the following formula (T), and the allowable negative bending moment M910 and the maximum negative bending moment M1B satisfy the following formula (U), and the finite element method includes as input elements at least one of the cutting method of the deck slabs 1, 1A, the position of the openings 3, the dimensions of the openings 3, specifications for the fire-resistant reinforcement, the support distance of the deck slab 1, the cross-sectional performance of the deck slabs 1, 1A, the material strength of the deck slabs 1, 1A, the dead load and live load, whether or not there has been a change in the design load, the conditions of the beams 32, 33, the conditions of the columns 31, 41, the structure of the building, the joining method of the beams 32, 33 and the deck slabs 1, 1A, and the allowable stress of the deck slabs 1, 1A. M8=cZc×Fc / 3…(O) (In the above formula (O), cZc represents the concrete section modulus of the deck slab, and Fc represents the design strength of the concrete.) M9=cZt×F / 1.5…(P) (In the above formula (P), cZt represents the section modulus of the steel of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M89=MAX(M8,M9)…(Q) (In the above formula (Q), MAX(M8, M9) means to adopt the larger value of M8 and M9 obtained by formulas (O) to (P).) M10=0.62×{(Fc)^(1 / 2)}×eZt…(R) (In the above formula (R), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M910=MAX(M9,M10)…(S) (In the above formula (S), MAX(M9, M10) means to adopt the larger value of M9 and M10 obtained by formulas (P) and (R).) M89≧M1A…(T) M910≧M1B…(U)

[0235] According to this, even in a range where the strength correction factor is greater than 2.0, as long as the relationship of allowable positive bending moment M89 ≧ maximum positive bending moment M1A that occurs and the relationship of allowable negative bending moment M910 ≧ maximum negative bending moment M1B that occurs holds, this falls within a range where reinforcement by strength reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or beams is not required, and therefore it is possible to consider a specific range where reinforcement by strength reinforcement 4, distribution reinforcement 5, opening reinforcement 6, or beams is not required.

[0236] Moreover, the deck slab 1 according to this embodiment does not have opening reinforcing bars 6 and opening reinforcing beams.

[0237] This allows the use of a deck slab 1 that does not require reinforcement by load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or beams.

[0238] Furthermore, the deck slab 1A according to this embodiment has opening reinforcing bars 6 but does not have opening reinforcing beams.

[0239] This allows the use of a deck slab 1A that requires no reinforcement by beams, although the opening reinforcing bars 6 are required.

[0240] Moreover, the deck slabs 1 and 1A according to this embodiment have opening reinforcing beams.

[0241] This allows the use of deck slabs 1 and 1A that require reinforcement by opening reinforcing beams.

[0242] Moreover, the deck slab 1A according to this embodiment has opening reinforcing bars 6 having a wire diameter of D51 or less.

[0243] This allows the use of a deck slab 1A having reinforcing bars with a reasonable wire diameter when opening reinforcing bars 6 are required.

[0244] In addition, in the deck slabs 1 and 1A according to the present embodiment, the thickness of the top of the concrete 7 on the deck plate 2 is set to 50 mm or more and 100 mm or less.

[0245] This allows the use of deck slabs 1 and 1A having reinforcing bars with a reasonable concrete ridge thickness.

[0246] Furthermore, in the deck slab 1 according to this embodiment, the thickness of the top of the concrete 7 on the deck plate 2 is set to 80 mm or more, and no opening reinforcing bars 6 or opening reinforcing beams are provided.

[0247] This makes it possible to use a deck slab 1 having a reasonable concrete 7 top thickness, which does not require reinforcement by opening reinforcement bars 6 and opening reinforcement beams.

[0248] Moreover, the deck slabs 1, 1A according to this embodiment have a plurality of openings 3, two or more.

[0249] According to this, even if there are multiple openings 3, it is possible to calculate the magnitude of the bending moments M0, M6, M7, M1A, M1B generated in the deck slabs 1, 1A and the magnitude of the allowable bending moments M12, M34, M45, M89, M910 of the deck slabs 1, 1A.Therefore, by comparing the magnitude of the bending moments M0, M6, M7, M1A, M1B with the magnitude of the allowable bending moments M12, M34, M45, M89, M910, it can be confirmed that reinforcement by load-bearing reinforcement 4, force distribution reinforcement 5, opening reinforcement 6, or beams is not necessary. Therefore, the range of application of the deck slabs 1, 1A, which do not require or require less reinforcement of the openings 3, can be expanded.

[0250] Furthermore, the construction method for deck slabs 1, 1A according to this embodiment is a construction method for deck slabs 1, 1A in which concrete 7 is poured onto the deck plate 2, and includes a step of installing the deck plate 2 (step S3), a step of pouring concrete 7 onto the deck plate 2 (step S6), and a step of cutting a portion of the deck slab 1, 1A and creating an opening 3 (step S7).

[0251] This makes it possible to use a construction method for deck slabs 1 and 1A that does not require reinforcement by load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or beams.

[0252] Moreover, the construction method for the deck slab 1A according to this embodiment further includes a step of installing opening reinforcement bars 6 (step S5).

[0253] This makes it possible to use a construction method for a deck slab 1A that requires opening reinforcing bars 6 but does not require reinforcement by beams.

[0254] Moreover, the construction method for the deck slabs 1, 1A according to this embodiment further includes a step of installing opening reinforcing beams (step S2).

[0255] This allows the use of a construction method for deck slabs 1 and 1A that require reinforcement by opening reinforcement beams.

[0256] In addition, the design method of the deck slabs 1 and 1A according to this embodiment sets the yield point of the deck plate 2 at 205 N / mm 2 Set it to a value equal to or greater than this.

[0257] According to this, the yield point of deck plate 2 is generally applied as 235N / mm 2 Even for deck plate 2, which has a smaller yield point than deck slab 1, it is possible to calculate the magnitude of the bending moments M0, M6, M7, M1A, M1B that occur in deck slabs 1 and 1A and the magnitude of the allowable bending moments M12, M34, M45, M89, M910 of deck slab 1. Therefore, by comparing the magnitude of bending moments M0, M6, M7, M1A, M1B with the magnitude of the allowable bending moments M12, M34, M45, M89, M910, it can be confirmed that reinforcement with load-bearing reinforcement 4, force distribution reinforcement 5, opening reinforcement 6, or beams is not necessary. Therefore, the range of application of the deck slabs 1, 1A, which do not require or require less reinforcement of the openings 3, can be expanded.

[0258] Further, the information processing system 10 according to the present embodiment is an information processing system 10 for supporting the design of deck slabs 1, 1A, and includes an input receiving unit 111 that receives opening examination information 122, which is information necessary for examination when providing an opening 3 in the deck slab 1, 1A, transmitted from an information processing terminal 200 connected via a communication network 300; a calculation unit 112 that calculates allowable bending moments M12, M34, M45, M89, M910 of the deck slab 1, 1A and bending moments M0, M6, M7, M1A, M1B that will occur in the deck slab 1, 1A when the opening 3 is provided, based on the opening examination information 122; and a calculation unit 112 that calculates the allowable bending moments M12, M34, M45, M89, M910 of the deck slab 1, 1A and the bending moments M0, M6, M7, M1A, M1B that will occur in the deck slab 1, 1A when the opening 3 is provided, calculated by the calculation unit 112. and an output unit 113 that transmits the calculation results of M6, M7, M1A, and M1B to the information processing terminal 200 via the communication network 300, and the opening consideration information 122 includes information on the cutting method of the deck slabs 1 and 1A, information on the position of the opening 3, information on the dimensions of the opening 3, information on the fire-resistant reinforcement, information on the support distance between the deck slabs 1 and 1A, information on the cross-sectional performance of the deck slabs 1 and 1A, information on the material strength of the deck slabs 1 and 1A, information on the dead load and the live load, information on whether or not the design load has been changed, information on the conditions of the beams 32 and 33, information on the conditions of the columns 31 and 41, information on the structure of the building, information on the joining method of the beams 32 and 33 and the deck plate 2, and information on the allowable stress of the deck slabs 1 and 1A.

[0259] According to this, when a facility designer inputs opening examination information 122 into the client terminal device 200, the information processing device 100 calculates the maximum bending moment that will occur in the deck slab 1, 1A provided with the opening 3 specified by the opening examination information 122, as a structural calculation when an opening 3 is provided in the deck slab 1, 1A. The information processing device 100 also performs a determination process to determine whether the calculated maximum bending moment satisfies a standard, and a determination process to determine whether the deck slab 1, 1A provided with the opening 3 needs reinforcement with load-bearing reinforcement bars 4, force distribution bars 5, opening reinforcement bars 6, or reinforcement with beams. Therefore, the facility designer can check the calculation results 123 calculated based on the opening consideration information 122 sent from the information processing device 100 on the display screen of the client terminal device 200 in a timely manner.

[0260] Furthermore, the structural designer does not need to personally review the opening construction details calculated using the opening review information 122 entered by the facility designer.

[0261] Therefore, according to the opening structure calculation system 10 of the embodiment of the present invention, the opening construction details are shared in a timely manner between the equipment design staff and the structural designer of the building, thereby shortening the time from when the opening construction details begin to be considered to when the cutting work for the opening begins, thereby making it possible to shorten the construction period.

[0262] Second Embodiment FIG. 11 is a plan view of a deck slab having an opening in accordance with a second embodiment of the present invention. As shown in Fig. 10, the deck slab 1B according to the second embodiment has a circular opening 3C provided in the deck plate 21 of the deck slab 1A. The opening 3C has a diameter XD.

[0263] The deck slabs 1 and 1A according to the first embodiment have rectangular openings 3, but the deck slab 1B according to the second embodiment has circular openings 3C. The above-mentioned range of dimensions for deck slab openings that do not require reinforcement by reinforcement bars or beams and the design method for the same can also be applied when the opening 3 is circular. In the deck slabs 1 and 1A according to the first embodiment, by replacing each calculation formula that applied XB as the size in the X direction with XD, which is the diameter of the opening 3C, it is possible to calculate the range of dimensions of the opening in the deck slab that does not require reinforcement by reinforcement or beams, as in the first embodiment.

[0264] <<Extension of Embodiment>> The invention made by the present inventors has been specifically described above based on an embodiment, but it goes without saying that the invention is not limited thereto and can be modified in various ways without departing from the spirit of the invention.

[0265] For example, the opening structure calculation system 10 according to the first embodiment of the present invention is realized by an opening structure calculation information processing device 100 and a client terminal device 200 connected to a network 300, but the network 300 is not limited to a local area network (LAN) but may also be a wide area network (WAN) such as the Internet. In other words, a system user who uses the opening structure calculation system 10 can connect their own client terminal device 200 via the Internet to the opening structure calculation information processing device 100 owned by the business operator that provides the opening structure calculation system 10, and use the functions of the opening structure calculation system 10.

[0266] For example, in the construction method for a deck slab having an opening according to the first embodiment of the present invention, the order is step S3 of installing the deck plate 2, step S6 of pouring concrete 7, followed by step S7 of cutting the deck slabs 1 and 1A, but the order may also be step S3 of installing the deck plate 2 followed by step S7 of cutting the deck slabs 1 and 1A, and then step S6 of pouring concrete 7. [Explanation of symbols]

[0267] 1 Deck slab 2 Deck Plate 21 Deck plate with openings 22 Deck plate without openings 3 Opening 4 Strength reinforcement 5. Distribution reinforcement 6 Opening reinforcement 7. Concrete 31 pillars 32 Large beam 33 Small beam 40 Structural analysis model using the finite element method 41 pillars 42 mesh 43 Components 44 Component where maximum bending moment occurred 10 Opening structural calculation system 100 Opening structure calculation information processing device 101 Arithmetic equipment 102 Storage device 102A Program 102B Data 103 Input Device 104 I / F device 105 Output Device Bus 106 111 Input reception section 112 Arithmetic section 113 Output section 121 Storage section 122 Opening Consideration Information 123 Operation result 200 Client terminal device 201 Arithmetic equipment 202 Storage device 203 Input Device 204 I / F device 205 Output Device 206 Bus 211 Input interface section 212 Transmitter 213 Data Reception Department 214 Display section 215 Control Unit 300 Network

Claims

1. A deck slab having a deck plate with an opening and concrete poured on the deck plate, The magnitude of the bending moment generated in the deck slab is equal to or less than the magnitude of the allowable bending moment of the deck slab. Deck slab.

2. 2. The deck slab according to claim 1, An opening with an opening width of 150 mm or less, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, The allowable bending moment M1 determined by the concrete of the deck slab calculated based on the following formula (A), the allowable bending moment M2 determined by the steel material of the deck slab calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slab calculated based on the following formula (D): Deck slab. M1=cZc×Fc / 3...(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M2=cZt×F / 1.5...(B) (In the above formula (B), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1, M2)...(C) (In the above formula (C), MAX(M1, M2) indicates that the larger of the values of M1 and M2 obtained by formulas (A) and (B) is adopted.) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

3. 2. The deck slab according to claim 1, The opening has an opening width of 450 mm or less, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, Among the allowable bending moment M3 determined by the concrete of the deck slab calculated based on the following formula (F), the allowable bending moment M4 determined by the steel material of the deck slab calculated based on the following formula (G), the allowable positive bending moment M34 of the deck slab calculated based on the following formula (H), the allowable bending moment M5 determined by the concrete of the deck slab calculated based on the following formula (I), the allowable negative bending moment M45 of the deck slab calculated based on the following formula (J), the positive bending moment M6 generated in the deck slab calculated based on the following formula (K), and the negative bending moment M7 generated in the deck slab calculated based on the following formula (L), the allowable positive bending moment M34 and the positive bending moment M6 satisfy the following formula (M), and the allowable negative bending moment M45 and the negative bending moment M7 satisfy the following formula (N): Deck slab. M3=cZc×Fc / 3...(F) (In the above formula (F), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M4=cZt×F / 1.5...(G) (In the above formula (G), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3, M4)...(H) (In the above formula (H), MAX(M3, M4) indicates that the larger of the values of M3 and M4 obtained by formulas (F) to (G) is adopted.) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4, M5)...(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

4. 2. The deck slab according to claim 1, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, Among the allowable bending moment M8 determined by the concrete of the deck slab calculated based on the following formula (O), the allowable bending moment M9 determined by the steel material of the deck slab calculated based on the following formula (P), the allowable positive bending moment M89 of the deck slab calculated based on the following formula (Q), the allowable bending moment M10 determined by the concrete of the deck slab calculated based on the following formula (R), the allowable negative bending moment M910 of the deck slab calculated based on the following formula (S), the maximum positive bending moment M1A occurring in the deck slab calculated by the finite element method, and the maximum negative bending moment M1B occurring in the deck slab calculated by the finite element method, The allowable positive bending moment M89 and the maximum positive bending moment M1A satisfy the following formula (T): The allowable negative bending moment M910 and the maximum negative bending moment M1B satisfy the following formula (U): The finite element method is characterized in that it includes, as input elements, at least one of the following: deck slab cutting method, opening position, opening dimensions, specifications for fire-resistant reinforcement, deck slab support distance, deck slab cross-sectional performance, deck slab material strength, dead load and live load, presence or absence of design load changes, beam conditions, column conditions, building structure, beam and deck plate joining method, and deck slab allowable stress. Deck slab. M8=cZc×Fc / 3...(O) (In the above formula (O), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M9=cZt×F / 1.5...(P) (In the above formula (P), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M89=MAX(M8, M9)...(Q) (In the above formula (Q), MAX(M8, M9) indicates that the larger of the values of M8 and M9 obtained by formulas (O) to (P) is adopted.) M10=0.62×{(Fc)^(1 / 2)}×eZt…(R) (In the above formula (Q), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M910=MAX(M9,M10)…(S) (In the above formula (S), MAX(M9, M10) means to adopt the larger value of M9 and M10 obtained by formulas (P) and (R).) M89≧M1A…(T) M910≧M1B…(U)

5. 2. The deck slab according to claim 1, The opening width is greater than 150 mm and is equal to or less than 600 mm. The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, The allowable bending moment M1 determined by the concrete of the deck slab calculated based on the following formula (A), the allowable bending moment M2 determined by the steel material of the deck slab calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slab calculated based on the following formula (D): Deck slab. M1=cZc×Fc / 3...(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M2=cZt×F / 1.5...(B) (In the above formula (B), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1, M2)...(C) (In the above formula (C), MAX(M1, M2) indicates that the larger of the values of M1 and M2 obtained by formulas (A) and (B) is adopted.) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

6. 2. The deck slab according to claim 1, The opening has a width exceeding 450 mm, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, Among the allowable bending moment M3 determined by the concrete of the deck slab calculated based on the following formula (F), the allowable bending moment M4 determined by the steel material of the deck slab calculated based on the following formula (G), the allowable positive bending moment M34 of the deck slab calculated based on the following formula (H), the allowable bending moment M5 determined by the concrete of the deck slab calculated based on the following formula (I), the allowable negative bending moment M45 of the deck slab calculated based on the following formula (J), the positive bending moment M6 generated in the deck slab calculated based on the following formula (K), and the negative bending moment M7 generated in the deck slab calculated based on the following formula (L), The allowable positive bending moment M34 and the positive bending moment M6 satisfy the following formula (M): The allowable negative bending moment M45 and the negative bending moment M7 satisfy the following formula (N): Deck slab. M3=cZc×Fc / 3...(F) (In the above formula (F), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M4=cZt×F / 1.5...(G) (In the above formula (G), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3, M4)...(H) (In the above formula (H), MAX(M3, M4) indicates that the larger of the values of M3 and M4 obtained by formulas (F) to (G) is adopted.) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4, M5)...(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

7. 2. The deck slab according to claim 1, The opening has a width exceeding 600 mm, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is 1.5 or more and less than 2.0, The allowable bending moment M1 determined by the concrete of the deck slab calculated based on the following formula (A), the allowable bending moment M2 determined by the steel material of the deck slab calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slab calculated based on the following formula (D): Deck slab. M1=cZc×Fc / 3...(A) (In the above formula (A), cZc represents the concrete section modulus of the cross section of the deck slab, and Fc represents the design strength of the concrete.) M2=cZt×F / 1.5...(B) (In the above formula (B), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1, M2)...(C) (In the above formula (C), MAX(M1, M2) indicates that the larger of the values of M1 and M2 obtained by formulas (A) and (B) is adopted.) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

8. 2. The deck slab according to claim 1, An opening with an opening width greater than 300 mm, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is greater than 2.0, The allowable bending moment M1 determined by the concrete of the deck slab calculated based on the following formula (A), the allowable bending moment M2 determined by the steel material of the deck slab calculated based on the following formula (B), and the allowable positive bending moment M12 calculated based on the following formula (C) satisfy the following formula (E) in relation to the bending moment M0 generated in the deck slab calculated based on the following formula (D): Deck slab. M1=cZc×Fc / 3...(A) (In the above formula (A), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M2=cZt×F / 1.5...(B) (In the above formula (B), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M12=MAX(M1, M2)...(C) (In the above formula (C), MAX(M1, M2) indicates that the larger of the values of M1 and M2 obtained by formulas (A) and (B) is adopted.) M0={W×(L^2) / 8}+{adW×(L^2) / 8}…(D) (In the above formula (D), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M12≧M0…(E)

9. 2. The deck slab according to claim 1, An opening with an opening width greater than 300 mm, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is greater than 2.0, Among the allowable bending moment M3 determined by the concrete of the deck slab calculated based on the following formula (F), the allowable bending moment M4 determined by the steel material of the deck slab calculated based on the following formula (G), the allowable positive bending moment M34 of the deck slab calculated based on the following formula (H), the allowable bending moment M5 determined by the concrete of the deck slab calculated based on the following formula (I), the allowable negative bending moment M45 of the deck slab calculated based on the following formula (J), the positive bending moment M6 generated in the deck slab calculated based on the following formula (K), and the negative bending moment M7 generated in the deck slab calculated based on the following formula (L), The allowable positive bending moment M34 and the positive bending moment M6 satisfy the following formula (M): The allowable negative bending moment M45 and the negative bending moment M7 satisfy the following formula (N): Deck slab. M3=cZc×Fc / 3...(F) (In the above formula (F), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M4=cZt×F / 1.5...(G) (In the above formula (G), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M34=MAX(M3, M4)...(H) (In the above formula (H), MAX(M3, M4) indicates that the larger of the values of M3 and M4 obtained by formulas (F) to (G) is adopted.) M5=0.62×{(Fc)^(1 / 2)}×eZt…(I) (In the above formula (I), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M45=MAX(M4, M5)...(J) (In the above formula (J), MAX(M4, M5) means to adopt the larger value of M4 and M5 obtained by formulas (G) and (I).) M6={W×(L^2) / 24}+{adW×(L^2) / 24}…(K) (In the above formula (K), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M7={W×(L^2) / 12}+{adW×(L^2) / 12}…(L) (In the above formula (L), W represents the uniformly distributed load acting on the deck slab, adW represents the load that increases due to the opening in the deck slab, and L represents the distance between the deck slab supports.) M34≧M6…(M) M45≧M7…(N)

10. 2. The deck slab according to claim 1, An opening with an opening width greater than 300 mm, The strength correction factor obtained by dividing the long-term allowable load calculated by the allowable stress design by the actual strength is greater than 2.0, Among the allowable bending moment M8 determined by the concrete of the deck slab calculated based on the following formula (O), the allowable bending moment M9 determined by the steel material of the deck slab calculated based on the following formula (P), the allowable positive bending moment M89 of the deck slab calculated based on the following formula (Q), the allowable bending moment M10 determined by the concrete of the deck slab calculated based on the following formula (R), the allowable negative bending moment M910 of the deck slab calculated based on the following formula (S), the maximum positive bending moment M1A occurring in the deck slab calculated by the finite element method, and the maximum negative bending moment M1B occurring in the deck slab calculated by the finite element method, The allowable positive bending moment M89 and the maximum positive bending moment M1A satisfy the following formula (T): The allowable negative bending moment M910 and the maximum negative bending moment M1B satisfy the following formula (U): The finite element method includes, as input elements, at least one of the following: deck slab cutting method, opening position, opening dimensions, specifications for fire-resistant reinforcement, deck slab support distance, deck slab cross-sectional performance, deck slab material strength, dead load and live load, presence or absence of design load changes, beam conditions, column conditions, building structure, beam and deck plate joining method, and deck slab allowable stress; characterized in that Deck slab. M8=cZc×Fc / 3...(O) (In the above formula (O), cZc represents the concrete side section modulus of the deck slab, and Fc represents the design standard strength of the concrete.) M9=cZt×F / 1.5...(P) (In the above formula (P), cZt represents the steel section modulus of the deck slab, and F represents the reference strength of the allowable stress of the steel.) M89=MAX(M8, M9)...(Q) (In the above formula (Q), MAX(M8, M9) indicates that the larger of the values of M8 and M9 obtained by formulas (O) to (P) is adopted.) M10=0.62×{(Fc)^(1 / 2)}×eZt…(R) (In the above formula (R), eZt represents the section modulus of the upper end of the deck slab, and Fc represents the design strength of the concrete.) M910=MAX(M9,M10)…(S) (In the above formula (S), MAX(M9, M10) means to adopt the larger value of M9 and M10 obtained by formulas (P) and (R).) M89≧M1A…(T) M910≧M1B…(U)

11. 11. The deck slab according to any one of claims 2 to 4 and 10, which does not have opening reinforcement bars and opening reinforcement beams.

12. The deck slab according to claim 9, which does not have opening reinforcement bars or opening reinforcement beams and has an opening width of 450 mm or less.

13. 7. The deck slab according to claim 5 or 6, which has opening reinforcement bars but does not have opening reinforcement beams.

14. The deck slab according to claim 8, wherein the deck slab has an opening reinforcement bar but does not have an opening reinforcement beam, and the opening width of the opening is 600 mm or less.

15. The deck slab according to claim 9, wherein the deck slab has an opening reinforcement bar but no opening reinforcement beam, and the opening width of the opening is greater than 450 mm.

16. 8. The deck slab of claim 7 having an opening reinforcement beam.

17. The deck slab according to claim 8, having an opening reinforcing beam, and the opening has an opening width of greater than 600 mm.

18. 18. The deck slab according to any one of claims 5, 6, and 14 to 17, having opening reinforcement bars with a wire diameter of D51 or less.

19. The deck slab according to any one of claims 2 to 10, wherein the thickness of the concrete ridge on the deck plate is set to be 50 mm or more and 100 mm or less.

20. 4. The deck slab according to claim 3, wherein the thickness of the concrete cone on the deck plate is set to 80 mm or more, and the deck slab does not have opening reinforcement bars or opening reinforcement beams.

21. 11. The deck slab of any one of claims 2 to 10, having two or more openings.

22. 11. A deck slab construction method according to any one of claims 2 to 10, comprising installing a deck plate and pouring concrete onto the deck plate, installing a deck plate; pouring concrete onto the deck plate; and cutting a portion of the deck slab to provide an opening. How to construct a deck slab.

23. 23. The deck slab construction method according to claim 22, Further comprising the step of installing an opening reinforcement bar. How to construct a deck slab.

24. 23. The deck slab construction method according to claim 22, Further comprising the step of installing an opening reinforcement beam. How to construct a deck slab.

25. A method for designing a deck slab according to any one of claims 2 to 10, wherein the yield point of the deck plate is set to 205 N / mm ２ A design method for deck slabs that sets the value above.

26. An information processing system for supporting deck slab design, An input receiving unit that receives opening examination information, which is information necessary for examination when providing an opening in the deck slab, transmitted from an information processing terminal connected via a communication network; A calculation unit that calculates the allowable bending moment of the deck slab and the bending moment that will occur in the deck slab when the opening is provided, based on the opening consideration information; an output unit that transmits the allowable bending moment of the deck slab calculated by the calculation unit and the calculation result of the bending moment to the information processing terminal via the communication network, The opening examination information includes information on the deck slab cutting method, information on the opening position, information on the opening dimensions, information on fire-resistant reinforcement, information on the deck slab support distance, information on the deck slab cross-sectional performance, information on the deck slab material strength, information on dead load and live load, information on whether or not the design load has changed, information on the beam conditions, information on the column conditions, information on the building structure, information on the joining method between the beam and the deck plate, and information on the deck slab allowable stress. Information processing system.

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