CN112962966B - Layered pouring construction method for super-thick reinforced concrete horizontal component - Google Patents

Layered pouring construction method for super-thick reinforced concrete horizontal component Download PDF

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CN112962966B
CN112962966B CN202110179001.7A CN202110179001A CN112962966B CN 112962966 B CN112962966 B CN 112962966B CN 202110179001 A CN202110179001 A CN 202110179001A CN 112962966 B CN112962966 B CN 112962966B
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王文斌
吴亮亮
杜君子
方品
严豪
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First Construction Co Ltd of China Construction Third Engineering Division
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    • E—FIXED CONSTRUCTIONS
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Abstract

The invention discloses a construction method for layered pouring of an ultra-thick reinforced concrete horizontal component, which comprises the following steps: calculating the effective layering thickness h of the first-pouring component layer according to the total load S of the later-pouring component layer and the maximum bending moment M which can be borne by the first-pouring component layer0(ii) a Calculating the effective layering thickness h of the pre-cast component layer according to a reinforcement ratio formula1And h2(ii) a Comparison h0、h1And h2Selecting the sum of the maximum value and the thickness H of the protective layer of the pre-cast component layer as the layering thickness H of the pre-cast component layer; determining the final layering thickness through deflection checking calculation; designing the arrangement of the frame bodies; carrying out formwork construction and pouring construction of a first-poured component layer; and pouring the post-cast component layer to form the super-thick reinforced concrete horizontal component. The invention has the beneficial effects that: the use amount of the frame body erection is saved, the construction cost is reduced, the construction period is shortened, and the workload of labor service is reduced.

Description

Layered pouring construction method for super-thick reinforced concrete horizontal component
Technical Field
The invention relates to the field of buildings, in particular to a layered pouring construction method for an ultra-thick reinforced concrete horizontal component.
Background
The application of large-volume concrete is more and more extensive in the current building industry, and the construction method of layered pouring has great progress significance for the pouring of large-volume super-thick reinforced concrete horizontal members. Before the horizontal component of present super thick reinforced concrete pours, need set up the support body in the component bottom, the load design that the density of setting up of support body corresponds according to super thick reinforced concrete horizontal component's gross thickness leads to the quantity of support body very big, and the setting up of support body with demolish waste time and energy, be unfavorable for shortening construction cycle and reduction construction cost.
Disclosure of Invention
The invention aims to solve the problems of high construction cost, long construction period and high construction cost of a large-size super-thick reinforced concrete horizontal component pouring construction method in the prior art due to large erection amount of a frame body, and provides a super-thick reinforced concrete horizontal component layered pouring construction method which comprises the following steps:
the method comprises the following steps: calculating a design value [ M ] meeting the bending moment according to the total load S of the post-cast component layer and the maximum bending moment M which can be borne by the pre-cast component layer]Effective layer thickness h of the pre-cast component layer0(ii) a Calculating the reinforcement ratio rho reaching the maximum limit according to a reinforcement ratio formulamaxAnd the relative compressed zone height xi of the boundarybThe effective layering thickness h of the pre-cast component layer1And h2；
Step two: comparing h in the step one0、h1And h2Selecting the sum of the maximum value and the protective layer thickness H of the pre-cast component layer as the layering thickness H of the pre-cast component layer;
step three: and (3) deflection checking calculation: checking and calculating the maximum deflection value delta of the pre-cast component layer based on the layered thickness HmaxWhether or not the deflection limit delta for normal use thereof is exceededb；
If deltamax≤δbTaking the layering thickness H as the final layering thickness of the cast-in-place component layer;
if deltamax＞δbPasses said deflection limit δbThe minimum thickness of the pre-cast component layer which can be calculated through deflection checking is calculated in a reverse mode and is used as the final layering thickness of the pre-cast component layer;
step four: designing the arrangement of the frame bodies according to the final layering thickness in the third step;
step five: carrying out formwork construction and pouring construction of a first-poured component layer;
step six: after the early-poured component layer poured in the fifth step is solidified and hardened to the required strength; and pouring the post-cast component layer to form the super-thick reinforced concrete horizontal component.
Further, in the first step,
the calculation formula of the total load S of the post-cast component layer is as follows:
S＝0.0344H0+1.4Qk
the effective delamination thickness h0The calculation formula of (2) is as follows:
Figure GDA0003548524300000021
the effective delamination thickness h1The calculation formula of (2) is as follows:
Figure GDA0003548524300000022
the effective delamination thickness h2The calculation formula of (2) is as follows:
Figure GDA0003548524300000023
in the formula: f. ofyIs the yield strength of the steel bar, AsIs the section area of the steel bar, l is the span of the horizontal member, b is the bandwidth or beam width of the super-thick reinforced concrete horizontal member, fcIs the compressive strength of the concrete axle center, H0Is the total thickness of the super-thick reinforced concrete horizontal member, QkFor construction live loads, pmaxReinforcement ratio, xi, of maximum limitbThe relative compression zone height is bounded.
Further, the maximum deflection value delta of the pre-cast component layer in the third stepmaxThe calculation formula of (2) is as follows:
Figure GDA0003548524300000024
in the formula: h0Is the total thickness of the super-thick reinforced concrete horizontal member, QkFor construction of live loads, l is the span of the horizontal memberDegree, EcAnd B is the elastic modulus of the concrete, b is the bandwidth or beam width of the super-thick reinforced concrete horizontal component, and H is the layering thickness of the pre-cast component layer in the second step.
Further, the frame body in the fourth step is a coil buckle type steel pipe frame or a fastener type steel pipe frame.
Furthermore, the post-cast component layer in the sixth step is provided with a plurality of layers, and the layers are respectively cast layer by layer from bottom to top.
Further, horizontal construction joint treatment is carried out between the first casting component layer and the later casting component layer and between the later casting component layers of adjacent layers: removing floating slurry, loose stones and a soft concrete layer on the surface of the hardened concrete; the clear water washes away the dirt on the concrete surface and fully wets the dirt.
Further, before the post-cast component layer is cast in the sixth step, the frame body in contact with the lower side of the pre-cast component layer is detached or loosened. So as to avoid the damage of the upper load to the frame body when the post-cast component layer is poured.
Further, the super-thick reinforced concrete horizontal component is a reinforced concrete slab or a reinforced concrete beam.
The invention has the beneficial effects that: the super-thick reinforced concrete horizontal component is subjected to layered calculation and consists of a first casting component layer and a second casting component layer; therefore, the density of the erected frame body is calculated only according to the load of the member layer poured in advance, the usage amount of the erected frame body is saved, the construction cost is reduced, the construction period is shortened, the workload of labor is reduced, the safety is improved, and the method has obvious social benefits and economic benefits.
Drawings
FIG. 1 is a schematic structural view of an ultra-thick reinforced concrete horizontal member after casting construction of a cast-in-place member layer is completed.
Fig. 2 is a schematic top view of the structure of fig. 1.
In the figure: 1-casting a component layer firstly; 2-a frame body; 3-U-shaped jacking; 4-longitudinally distributing reinforcing steel bars; 5-short direction stress steel bar; 6-the bandwidth or beam width of the super-thick reinforced concrete horizontal component; 7-span of the super-thick reinforced concrete horizontal member.
Detailed Description
The invention is described in further detail below with reference to the figures and specific embodiments.
Before the pouring construction of the ultra-thick reinforced concrete horizontal component (hereinafter, also referred to as a horizontal component for short) shown in fig. 1 and 2, the ultra-thick reinforced concrete horizontal component is divided into a first-pouring component layer 1 and a second-pouring component layer by calculation; wherein, the post-cast component layer can be divided into a plurality of layers. Before the pouring construction of the first-poured component layer 1 is carried out, a frame body 2 is erected below the first-poured component layer 1 to be constructed, the frame body 2 comprises a disc-buckle type steel pipe frame or a fastener type steel pipe frame, and a U-shaped jacking 3 used for being abutted against the lower end of the first-poured component layer 1 is arranged at the upper end of the disc-buckle type steel pipe frame or the fastener type steel pipe frame; after the pouring construction of the first-poured component layer 1 is completed and before the pouring construction of the later-poured component layer is performed, the U-shaped jacking support 3 is loosened, so that the upper end of the U-shaped jacking support keeps a distance from the first-poured component layer 1, and the distance is larger than the maximum deflection value of the super-thick reinforced concrete horizontal component. It should be noted that the super-thick reinforced concrete horizontal member of the present embodiment may be a reinforced concrete slab or a reinforced concrete beam.
The layered pouring construction method of the ultra-thick reinforced concrete horizontal component comprises the following steps:
the method comprises the following steps: calculating a design value [ M ] meeting the bending moment according to the total load S of the post-cast component layer and the maximum bending moment M which can be borne by the pre-cast component layer 1]Effective layer thickness h of the pre-cast component layer 10(ii) a Calculating the reinforcement ratio rho reaching the maximum limit according to a reinforcement ratio formulamaxAnd the relative compressed zone height xi of the boundarybIn the meantime, the effective layer thickness h of the component layer 1 is poured first1And h2(ii) a In the embodiment, the calculation of the load and the selection of each subentry coefficient are all based on the most unfavorable principle of the unified safety technology standard GB-51210-2016 for the scaffold for building construction, and the calculation of the bending resistance bearing capacity of the normal section is based on a simply supported beam model. The reinforcement ratio of the embodiment is calculated by only considering the total cross-sectional area of the short-direction stressed steel bars 5 of the cast-in-advance component layer 1 and not considering the total cross-sectional area of the long-direction distributed steel bars 4.
The method specifically comprises the following steps:
the calculation formula of the total load S of the post-cast component layer is as follows:
S＝γGSG+γQγLψcSQ＝γG(bH0Gk)+γQγLψc(bQk)
wherein b is the thick plate width or the thick beam width, in this embodiment, it is assumed that b is 1000 mm, and the permanent load γ is taken as the fractional coefficient of the permanent load and the variable load according to the worst principleG1.35 and variable load γQ1.40, the adjusting coefficient of the design service life is gammaL＝1.0。GkTaking 25.5kN/m3, Q for the dead weight of the reinforced concretekFor construction live loads, #cFor variable load combined value coefficient, take 1.0. The above equation can be simplified as:
S＝1.35×[1000×H0×25.5×10-6]+1.4×1.0×1.0×[Qk×10-3×1000]
it can further be deduced that:
S＝0.0344H0+1.4Qk
substituting the total load S of the post-cast component layer into the mid-span maximum bending moment calculation formula of the simply supported beam to obtain the maximum bending moment M which can be borne by the pre-cast component layer 1:
Figure GDA0003548524300000051
and then calculating a bending moment design value [ M ] of the normal section bending of the single-rib rectangular section bending component:
Figure GDA0003548524300000052
according to the relation that M is less than or equal to [ M ], calculating the minimum effective layered thickness h0 of the post-cast component layer meeting the bending moment design value:
Figure GDA0003548524300000053
further, it can be deduced that the effective layering thickness h0The calculation formula of (2) is as follows:
Figure GDA0003548524300000054
calculating the reinforcement ratio rho reaching the maximum limit according to a reinforcement ratio formulamaxIn the meantime, the effective layer thickness h of the component layer 1 is poured first1The size of (2):
Figure GDA0003548524300000055
similarly, the height xi of the relative compression zone reaching the boundary is calculatedbEffective layer thickness h0The size of (2):
Figure GDA0003548524300000056
in the above formulas: f. ofyIs the yield strength of the steel bar, AsIs the section area of the steel bar, x is the height of the compression zone of the equivalent rectangular stress pattern, b is the bandwidth or beam width 6 of the super-thick reinforced concrete horizontal component, l is the span 7 of the super-thick reinforced concrete horizontal component of the embodiment, fcIs the axial compressive strength of concrete, alpha1Alpha is the equivalent rectangular stress diagram coefficient of the concrete in the compression zone, and the concrete strength is C50 or below1Take 1.0, H0Is the total thickness of the super-thick reinforced concrete horizontal member, QkFor construction live loads, pmaxReinforcement ratio, xi, of maximum limitbThe relative compression zone height is bounded.
Step two: h in the comparison step I0、h1And h2Selecting the sum of the maximum value and the protective layer thickness H of the pre-cast component layer 1 as the layering thickness H of the pre-cast component layer 1;
namely, the calculation formula of the layered thickness H of the pre-cast component layer 1 is as follows:
H＝max(h0，h1，h2)+h
in combination with the above formula, this can be converted into:
Figure GDA0003548524300000061
wherein h is the protective layer thickness of the pre-cast component layer 1.
Step three: after the layering thickness H of the cast-in-advance member layer 1 is preliminarily determined, the cast-in-advance member layer 1 based on the layering thickness H needs to be subjected to deflection checking:
calculating the line load q under the normal use state:
q＝[1000×H0×25.5×10-6]+[Qk×10-3×1000]＝0.0255H0+Qk
calculating the maximum deflection value delta of the early-poured component layer 1 based on the layered thickness H of the early-poured component layer 1 and the deflection formula of the simply supported beammax；
Figure GDA0003548524300000062
Will maximize the deflection value deltamaxDeflection limit delta from pre-cast component layer 1bComparing;
if deltamax≤δbThe layering thickness H of the first-poured component layer 1 meets the requirements of bearing capacity and deflection in normal use at the same time, and can be used as the final layering thickness of the first-poured component layer 1;
if deltamax＞δbThen the deflection limit delta of the pre-cast component layer 1 is setbThe formula of the deflection of the simply supported beam is substituted, and the first cast component layer 1 is reversely calculated to reach the maximum deflection value deltamaxThe layer thickness H' of the component layer 1 is poured firstly:
Figure GDA0003548524300000063
the layered thickness H' of the pre-cast component layer 1 can be taken as the final layered thickness of the pre-cast component layer 1.
In the above formula: h0Is the total thickness of the super-thick reinforced concrete horizontal member, QkFor construction of live loads, l is the span of the horizontal member, EcAnd B is the elastic modulus of the concrete, b is the bandwidth or beam width 6 of the super-thick reinforced concrete horizontal component, H is the layered thickness of the pre-cast component layer 1 in the second step, and I is the moment of inertia of the section of the pre-cast component layer 1.
Deflection limit value deltabThe maximum deflection allowable value of the flexural member with different spans in the basic principle of concrete structure is determined; referring to fig. 2, the spans of the ultra-thick reinforced concrete horizontal members analyzed in the construction method are all default to short-side spans, namely, spans along the direction of the short-direction stressed steel bars 5; maximum deflection value deltamaxIs based on a simply supported beam model.
Step four: designing the arrangement of the frame bodies 2 according to the final layering thickness of the step three (including the span and the step pitch of the vertical rods of the frame bodies 2); the design of the step pitch of the vertical rods of the frame body 2 preferentially considers the pulling-through of the vertical rods of the frame body 2 with the surrounding frame body 2.
If the coil buckling type steel pipe frame is used as the support body 2 for supporting, the coil buckling frames need to be arranged from the beam edge bearing the short span of the super-thick reinforced concrete horizontal component or the wall, column and beam structures at two ends of the super-thick reinforced concrete horizontal component according to the modulus of the space between the support bodies 2.
If the frame body 2 for supporting the seat of the fastener type steel pipe frame is used, the bearing capacity, the rigidity and the overall stability are directly checked, and the heat insulation structure design is carried out according to the maintenance method adopted by the existing large-volume concrete.
Step five: carrying out formwork construction and pouring construction of the first pouring component layer 1; adopting related safety and stability measures in the process of installing the die carrier of the first casting component layer 1; before pouring construction of the member layer 1, specially designing bottom ribs of the super-thick reinforced concrete horizontal member in the stress direction according to anchoring requirements in corresponding drawing sets and specifications so as to meet design assumptions of layered pouring; the concrete pouring construction method of the first pouring component layer 1 adopts the conventional large-volume concrete pouring method.
Step six: after the cast member layer 1 poured in the step five is solidified and hardened to the required strength; and pouring a post-pouring component layer, wherein the post-pouring component layer has multiple layers, and is poured layer by layer from bottom to top, and finally, the component layer 1 and the multiple layers of post-pouring component layers are poured firstly to form the super-thick reinforced concrete horizontal component.
It should be noted that horizontal construction joint treatment is carried out between the first casting component layer 1 and the post-casting component layer and between the post-casting component layers of adjacent layers: removing floating slurry, loose stones and a soft concrete layer on the surface of the hardened concrete; rinsing dirt on the surface of the concrete with clear water, fully wetting the dirt, and not accumulating water; when the waterproof requirement exists, treatment measures such as a steel plate waterstop and the like are adopted. Of course, the horizontal construction joint processing process may be other existing methods, and this embodiment is not limited.
The above is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above-mentioned embodiments, and all technical solutions belonging to the idea of the present invention belong to the protection scope of the present invention. It should be noted that modifications and embellishments within the scope of the invention may be made by those skilled in the art without departing from the principle of the invention.

Claims (8)

1. A layered pouring construction method for an ultra-thick reinforced concrete horizontal component is characterized by comprising the following steps: the method comprises the following steps:
the method comprises the following steps: calculating the effective layering thickness h of the early-poured component layer meeting the bending moment design value [ M ] according to the total load S of the later-poured component layer and the maximum bending moment M which can be borne by the early-poured component layer0(ii) a Calculating the reinforcement ratio reaching the maximum limit according to a reinforcement ratio formula
Figure DEST_PATH_IMAGE002
maxAnd the relative compressed zone height xi of the boundarybThe effective layering thickness h of the pre-cast component layer1And h2；
Step two: comparing h in the step one0、h1And h2Selecting the sum of the maximum value and the protective layer thickness h of the pre-cast component layer as the pre-cast componentThe layer thickness H of the layer;
step three: and (3) deflection checking calculation: checking and calculating the maximum deflection value delta of the pre-cast component layer based on the layered thickness HmaxWhether or not the deflection limit delta for normal use thereof is exceededb；
If deltamax≤δbTaking the layering thickness H as the final layering thickness of the cast-in-place component layer;
if deltamax＞δbPasses said deflection limit δbThe minimum thickness of the pre-cast component layer which can be calculated through deflection checking is calculated in a reverse mode and is used as the final layering thickness of the pre-cast component layer;
step four: designing the arrangement of the frame bodies according to the final layering thickness in the third step;
step five: carrying out formwork construction and pouring construction of a first-poured component layer;
step six: after the early-poured component layer poured in the fifth step is solidified and hardened to the required strength; and pouring the post-cast component layer to form the super-thick reinforced concrete horizontal component.
2. The layered pouring construction method for the ultra-thick reinforced concrete horizontal component according to claim 1 is characterized in that: in the first step, the first step is carried out,
the calculation formula of the total load S of the post-cast component layer is as follows:
Figure DEST_PATH_IMAGE004
the effective delamination thickness h0The calculation formula of (c) is:
Figure DEST_PATH_IMAGE006
the effective delamination thickness h1The calculation formula of (2) is as follows:
Figure DEST_PATH_IMAGE008
the effective delamination thickness h2The calculation formula of (2) is as follows:
Figure DEST_PATH_IMAGE010
in the formula:
Figure DEST_PATH_IMAGE012
is a coefficient of the division of the permanent load,
Figure DEST_PATH_IMAGE014
is a coefficient of the component of the variable load,
Figure DEST_PATH_IMAGE016
in order to design the adjustment factor for the age of the user,
Figure DEST_PATH_IMAGE018
the self-weight of the reinforced concrete is adopted,
Figure DEST_PATH_IMAGE020
for the variable load combined value coefficient, the load,
Figure DEST_PATH_IMAGE022
in order to be the yield strength of the steel bar,
Figure DEST_PATH_IMAGE024
is the area of the cross section of the steel bar,
Figure DEST_PATH_IMAGE026
is the span of the horizontal member or members,
Figure DEST_PATH_IMAGE028
for the bandwidth or beam width of the super-thick reinforced concrete horizontal member,
Figure DEST_PATH_IMAGE030
the axial compressive strength of the concrete is the axial compressive strength of the concrete,
Figure DEST_PATH_IMAGE032
is the total thickness of the super-thick reinforced concrete horizontal component,
Figure DEST_PATH_IMAGE034
in order to construct a live load,
Figure DEST_PATH_IMAGE036
for the maximum limit reinforcement ratio, the reinforcement ratio is set,
Figure DEST_PATH_IMAGE038
the relative compression zone height is bounded.
3. The layered pouring construction method for the ultra-thick reinforced concrete horizontal component according to claim 1 is characterized in that: the maximum deflection value delta of the pre-cast component layer in the third stepmaxThe calculation formula of (2) is as follows:
Figure DEST_PATH_IMAGE040
in the formula:
Figure 145947DEST_PATH_IMAGE026
is the span of the horizontal member or members,
Figure DEST_PATH_IMAGE042
and the elastic modulus of the concrete is q, the linear load of the pre-cast component layer in a normal use state is q, and I is the inertia moment of the section of the pre-cast component layer.
4. The layered pouring construction method for the ultra-thick reinforced concrete horizontal component according to claim 1 is characterized in that: and in the fourth step, the frame body is a coil buckle type steel pipe frame or a fastener type steel pipe frame.
5. The layered pouring construction method for the ultra-thick reinforced concrete horizontal component according to claim 1 is characterized in that: and sixthly, pouring the post-cast component layer from bottom to top layer by layer respectively, wherein the post-cast component layer in the step six has multiple layers.
6. The layered casting construction method for the ultra-thick reinforced concrete horizontal component according to claim 5 is characterized in that: horizontal construction joint treatment is carried out between the first casting component layer and the later casting component layer and between the later casting component layers of adjacent layers: removing floating slurry, loose stones and a soft concrete layer on the surface of the hardened concrete; the clear water washes away dirt on the concrete surface and fully wets.
7. The layered pouring construction method for the ultra-thick reinforced concrete horizontal component according to claim 1 is characterized in that: before the post-cast component layer is poured in the sixth step, the frame body in contact with the lower part of the pre-cast component layer is detached or loosened.
8. The layered pouring construction method for the ultra-thick reinforced concrete horizontal component according to claim 1 is characterized in that: the super-thick reinforced concrete horizontal component is a reinforced concrete slab or a reinforced concrete beam.
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