CN106948514B - Construction method of ultrahigh masonry wall anti-seismic structure - Google Patents
Construction method of ultrahigh masonry wall anti-seismic structure Download PDFInfo
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- CN106948514B CN106948514B CN201710221322.2A CN201710221322A CN106948514B CN 106948514 B CN106948514 B CN 106948514B CN 201710221322 A CN201710221322 A CN 201710221322A CN 106948514 B CN106948514 B CN 106948514B
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- E—FIXED CONSTRUCTIONS
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/64—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of concrete
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- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
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Abstract
A construction method of an ultra-high masonry wall anti-seismic structure comprises an inner side masonry wall, an outer side double-layer wall body formed by a green brick wall and a cast-in-place concrete connecting beam, tie steel bar net pieces are tied at intervals in the horizontal direction of the double-layer wall body between the double-layer wall body, the inner side end portions of the tie steel bar net pieces are buried in a horizontal mortar layer of the masonry wall, the outer side end portions of the tie steel bar net pieces are buried in a horizontal mortar layer of the green brick wall, the cast-in-place concrete connecting beams and the horizontal tie bars are arranged at intervals in the height direction of the masonry wall, the horizontal tie bars are arranged in the horizontal mortar layer of the masonry wall, and cast-in-place concrete constructional columns are arranged at intervals in the horizontal direction of the masonry wall. The invention has reasonable structure, relatively simple and convenient construction, stress of two walls in one, and better popularization significance in similar projects, and not only meets the effect of pure grey bricks on the outer vertical surface of a building, but also meets the requirement of structural earthquake-resistant construction, reduces the labor investment and saves the construction cost.
Description
Technical Field
The invention belongs to the field of building earthquake resistance, and particularly relates to a construction method of an earthquake-resistant structure of an ultrahigh masonry wall.
Background
Under the market environment with increasingly fierce market competition, the industrial tourism park is more and more a window and a way for the manufacturing industry to publicize the external brand idea, the outer vertical surface of the antique blue brick is one of the three, and the antique blue brick has more visual impact force for the public who is accustomed to the outer vertical surface of the curtain wall. The wall thickness of the blue brick wall is 120mm, the height-thickness ratio of the wall is over standard but no constructional column and ring beam are allowed to be arranged, and in order to realize the effect of pure blue brick masonry of the outer facade of the wall, the wall thickness ratio is contrary to the structural arrangement of the existing earthquake-resistant standard. Therefore, the problems can be solved only by a special anti-seismic structure if the building effect of the pure blue bricks on the outer vertical surface is realized, the anti-seismic structure requirement is met, and the height-thickness ratio of the wall is over the specification.
Disclosure of Invention
The invention aims to provide a construction method of an ultrahigh masonry wall earthquake-resistant structure, and aims to solve the technical problems that when the outer vertical surface of a wall body is made of pure blue bricks, the building height-thickness ratio is over-standard, the earthquake-resistant structure requirement cannot be met, and any constructional columns and ring beams cannot be arranged.
In order to achieve the purpose, the invention adopts the following technical scheme:
an ultrahigh masonry wall earthquake-resistant structure comprises a double-layer wall body consisting of an inner masonry wall, an outer green brick wall and cast-in-place concrete connecting beams, wherein a gap is reserved between the masonry wall and the green brick wall,
the masonry wall is formed by sequentially stacking building blocks and bonding mortar of the masonry wall between the building blocks, and mortar of the masonry wall between the upper layer of building blocks and the lower layer of building blocks forms a horizontal mortar layer of the masonry wall;
the blue brick wall is formed by sequentially piling blue bricks and bonding the blue bricks through blue brick wall mortar between the blue bricks, and the blue brick wall horizontal mortar between the upper blue bricks and the lower blue bricks forms a blue brick wall horizontal mortar layer;
a tie bar net piece is horizontally tied between the double-layer walls, the tie bar net piece is arranged along the width direction of the double-layer walls in a full-length mode and is arranged at intervals along the height direction of the double-layer walls, and two end parts of the tie bar net piece are respectively arranged in a masonry wall horizontal mortar layer and a blue brick wall horizontal mortar layer which have height differences not larger than one blue brick thickness and are adjacent to each other;
the masonry wall is internally provided with cast-in-place concrete constructional columns, and the cast-in-place concrete constructional columns are equal in height and thickness to the masonry wall and are arranged at intervals along the length direction of the masonry wall;
the cast-in-place concrete connecting beam is arranged in the masonry wall, the cast-in-place concrete connecting beam is horizontally arranged along the width direction of the masonry wall and is arranged along the height direction of the masonry wall at intervals at a position avoiding the tie bar net piece, the inner side surface of the cast-in-place concrete connecting beam is flush with the inner side surface of the masonry wall, and the outer side end of the cast-in-place concrete connecting beam extends into the gap and is connected with the inner side surface of the green brick wall;
be equipped with horizontal drawknot muscle in the brickwork wall, horizontal drawknot muscle sets up, buries underground in brickwork wall horizontal mortar layer along the horizontal logical length of the width direction of brickwork wall, and horizontal drawknot muscle sets up along the direction of height of brickwork wall, the position interval of avoiding drawknot reinforcing bar net piece and cast in situ concrete even roof beam.
The width of the tied steel bar net piece is not less than the thickness of the double-layer wall body, and the tied steel bar net piece is straight or bent at the gap.
The inside end of the tied reinforcing steel bar net piece is embedded in the horizontal mortar layer of the masonry wall, the inside end face of the tied reinforcing steel bar net piece is flush with the inside surface of the masonry wall, the outside end of the tied reinforcing steel bar net piece is embedded in the horizontal mortar layer of the grey brick wall, and the outside end face of the tied reinforcing steel bar net piece is flush with the outside surface of the grey brick wall.
The cast-in-place concrete constructional column comprises a column longitudinal rib, a column hoop rib enclosed on the outer side of the column longitudinal rib and column concrete wrapping the column longitudinal rib and the column hoop rib.
The cast-in-place concrete coupling beam comprises a beam longitudinal rib, a beam stirrup enclosed outside the beam longitudinal rib and beam concrete wrapping the beam longitudinal rib and the beam stirrup.
The beam hooping extends towards the direction of the black bricks and is connected with a beam drawknot net sheet, the beam drawknot net sheet is embedded in a horizontal mortar layer of the black brick wall adjacent to the cast-in-place concrete coupling beam, the beam drawknot net sheet is horizontally arranged along the width direction of the wall body in a full-length mode, and the outer end face of the beam drawknot net sheet is parallel and level to the outer side surface of the black brick wall.
The beam drawknot net piece and the drawknot steel bar net piece are both net pieces formed by welding steel bars in a bidirectional equidistant mode.
A construction method of an ultrahigh masonry wall earthquake-resistant structure comprises the following construction steps:
designing the positions, the sizes and the numbers of a cast-in-place concrete constructional column, a cast-in-place concrete connecting beam, a tie bar net piece and a horizontal tie bar; designing the sizes of the building blocks and the grey bricks, the thicknesses of horizontal mortar layers of the building wall and the grey brick wall, and designing the distance of gaps;
dividing the column longitudinal bars into three sections, namely a top section, a bottom section and a middle section, respectively implanting the top section and the bottom section into frame beams at the top and the bottom of the wall body, equally dividing the horizontal tie bars and the beam longitudinal bars into three sections, namely a left section, a right section and a middle section, and respectively implanting the left section and the right section into frame columns at two sides of the wall body;
step two, carrying out a drawing test after the bar planting is finished for 72 hours, binding the middle section of the column longitudinal bar after the drawing test is qualified, connecting the middle section with the top section and the bottom section, and binding the column stirrup;
step three, building the masonry wall, and constructing the horizontal tie bars, the tie bar net sheets and the cast-in-place concrete connecting beams layer by layer along with the wall:
when the construction is carried out to the designed horizontal tie bar, the middle section of the horizontal tie bar is bound, the middle section is connected with the left section and the right section, and the middle section is embedded in the horizontal mortar bed of the masonry wall,
when the construction is carried out to the position of the tied reinforcing bar net piece, the end part of the inner side of the tied reinforcing bar net piece is embedded in the horizontal mortar layer,
when the construction is carried out to the cast-in-place concrete connecting beam, binding the middle section of the horizontal tie bar, connecting the middle section with the left section and the right section, simultaneously binding the beam stirrup, then erecting a template and pouring beam concrete;
step four, after masonry wall building is finished, a template is arranged and column concrete is poured;
step five, building the blue brick wall, reserving a gap with the width not more than 60mm between the blue brick wall and the masonry wall to ensure that the inner side surface of the blue brick wall is tightly attached to the outer side end of the cast-in-place concrete connecting beam after the building is finished,
in the masonry process, the outer side end of the tied steel bar net piece is buried in a horizontal mortar layer of the blue brick wall along with the layer, the tied steel bar net piece is straight or bent at the gap, so that the outer side end face of the tied steel bar net piece is flush with the outer side surface of the blue brick wall, and the construction of the double-layer wall is completed.
And in the third step, when the beam stirrups are bound, the beam stirrups can be extended and connected with the beam drawknot net sheets, the beam drawknot net sheets are also embedded in the horizontal mortar layer of the grey brick wall, and the beam drawknot net sheets are straightened or bent at the gaps so as to ensure that the outer end surfaces of the beam drawknot net sheets are flush with the outer side surfaces of the grey brick wall.
In the first step, the arrangement distance of the cast-in-place concrete constructional columns along the horizontal direction of a wall body is not more than 5000mm, at least 4 column longitudinal reinforcements are arranged, the diameter of each column longitudinal reinforcement is not less than 12mm, and the arrangement distance of column stirrups is not more than 200 mm;
the distance between the cast-in-place concrete connecting beams and the height direction of the wall body is not more than 1500mm, at least 6 beam longitudinal reinforcements are arranged, the diameter of each longitudinal reinforcement is not less than 10mm, and the distance between the beam stirrups is not more than 200 mm;
the tied steel bar mesh is formed by welding steel bars with the diameter not larger than 4mm at intervals of not larger than 100mm in two directions, and the intervals of not larger than 500mm are arranged along the height direction of the wall body;
the horizontal tie bars are at least arranged at 2 in the horizontal mortar layer of each masonry wall, the diameter of each horizontal tie bar is not less than 6.5mm, and the distance between every two horizontal tie bars along the height direction of the wall body is not more than 500 mm;
the thickness of the horizontal mortar layer of the masonry wall is not less than 10mm, and the thickness of the horizontal mortar layer of the green brick wall is not more than 8 mm;
the distance of the gap is not more than 60 mm.
Compared with the prior art, the invention has the following characteristics and beneficial effects:
the ultrahigh masonry wall anti-seismic structure provided by the invention solves the technical problems that the outer vertical face pure blue brick masonry effect does not allow the arrangement of constructional columns and ring beams, the masonry height-thickness ratio is over-standard and the anti-seismic structure requirement cannot be met. The invention can realize the facade effect of pure blue brick masonry, and can solve the problem that the height-thickness ratio of a masonry wall exceeds the design specification but a special anti-seismic structure is not allowed to arrange constructional columns and ring beams.
The invention relates to a double-layer wall body consisting of an inner masonry wall, an outer green brick wall and a cast-in-place concrete connecting beam, which has a reasonable structure and is relatively simple and convenient to construct, wherein a cast-in-place concrete constructional column, a cast-in-place concrete connecting beam and a horizontal tie bar are arranged in the masonry wall along a reasonable stress path, a tie bar net sheet is arranged between mortar layers of the double-layer wall body, the outer side surface of the cast-in-place concrete connecting beam is connected with the inner side surface of the green brick wall, the two walls are stressed in a combined mode, and the tie bar net sheet and the cast-in-place concrete connecting beam have a one-pull-one-top effect on the green brick wall, so that the pure green brick effect of the outer vertical surface of a building is met, the structural construction requirement is met, the manual investment is reduced, the construction cost is saved, and the double-layer wall body has a better popularization significance in the same type of anti-seismic engineering.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic cross-sectional structure of the present invention.
Fig. 2 is a schematic plan view of the present invention.
Fig. 3 is a schematic perspective view of the present invention.
Fig. 4 is a schematic structural view of the drawknot steel mesh of the present invention.
Reference numerals are as follows: 1-masonry wall, 2-green brick wall, 3-gap, 4-masonry wall horizontal mortar layer, 5-green brick wall horizontal mortar layer, 6-horizontal tie bar, 7-cast-in-place concrete connecting beam, 7.1-beam longitudinal bar, 7.2-beam stirrup, 7.3-beam concrete, 8-tie bar net piece, 9-cast-in-place concrete constructional column, 9.1-column longitudinal bar, 9.2-column stirrup, 9.3-column concrete and 10-beam tie bar net piece.
Detailed Description
Referring to fig. 1 to 4, an ultra-high masonry wall earthquake-resistant structure includes a double wall body composed of an inner masonry wall 1, an outer green brick wall 2 and cast-in-place concrete coupling beams 7, with a gap 3 left between the masonry wall and the green brick wall.
The blue brick wall 2 is formed by sequentially stacking blue bricks and bonding blue brick wall mortar between the blue bricks, and the blue brick wall horizontal mortar between the upper layer of blue bricks and the lower layer of blue bricks forms a blue brick wall horizontal mortar layer 5.
Horizontal drawknot has drawknot reinforcing bar net piece 8 between the double-deck wall body, drawknot reinforcing bar net piece 8 leads to long setting, sets up along the direction of height interval of double-deck wall body along double-deck wall body width direction, two tip of drawknot reinforcing bar net piece 8 set up respectively in the difference in height is not more than a grey brick thickness, adjacent brickwork wall horizontal mortar layer 4 and grey brick wall horizontal mortar layer 5. The width of the tied reinforcing mesh piece 8 is not smaller than the thickness of the double-layer wall body, and the tied reinforcing mesh piece 8 is straight or bent at the gap 3. In this embodiment, all the parts are bent. The inside end of the tied reinforcing steel bar net piece is buried in the horizontal mortar layer 4 of the masonry wall, the inside end face of the tied reinforcing steel bar net piece is flush with the inside surface of the masonry wall, the outside end of the tied reinforcing steel bar net piece is buried in the horizontal mortar layer 5 of the grey brick wall, and the outside end face of the tied reinforcing steel bar net piece is flush with the outside surface of the grey brick wall.
Be equipped with cast in situ concrete constructional column 9 in brickwork wall 1, cast in situ concrete constructional column 9 is equal thickness such as brickwork wall 1, sets up along the length direction interval of brickwork wall 1.
Still be equipped with cast in situ concrete in the brickwork wall 1 and link roof beam 7, cast in situ concrete links roof beam 7 and leads to long setting, along the direction of height of brickwork wall 1, avoids the position interval setting of drawknot reinforcing bar net piece 8 along the width direction level of brickwork wall 1, the inboard surface parallel and level of cast in situ concrete link roof beam and the inboard surface parallel and level of brickwork wall, the outside end of cast in situ concrete link roof beam stretch into in the space 3 and with the inboard surface connection of blue or green brick wall. The cast-in-place concrete coupling beam 7 comprises a beam longitudinal bar 7.1, a beam stirrup 7.2 surrounding the outer side of the beam longitudinal bar 7.1 and beam concrete 7.3 wrapping the beam longitudinal bar 7.1 and the beam stirrup 7.2.
The beam stirrups 7.2 extend towards the direction of the black bricks and are connected with beam drawknot net sheets 10, the beam drawknot net sheets 10 are buried in the horizontal mortar layer 5 of the black brick wall adjacent to the cast-in-place concrete coupling beam, the beam drawknot net sheets 10 are horizontally arranged along the width direction of the wall body in a through manner, and the outer end faces of the beam drawknot net sheets are flush with the outer side surfaces of the black brick wall. The beam drawknot net piece 10 and the drawknot steel bar net piece 8 are both net pieces formed by welding steel bars in a bidirectional equidistant mode.
Be equipped with horizontal tie bar 6 in masonry wall 1, horizontal tie bar 6 sets up, buries underground in masonry wall horizontal mortar layer 4 along the horizontal through length setting of the width direction level of masonry wall 1, and horizontal tie bar 6 sets up along the direction of height of masonry wall 1, the position interval of avoiding tie bar net piece 8 and cast in situ concrete even roof beam 7.
The cast-in-place concrete constructional column 9 comprises a column longitudinal rib 9.1, a column hoop rib 9.2 and column concrete 9.3, wherein the column hoop rib 9.2 surrounds the column longitudinal rib 9.1, and the column concrete wraps the column longitudinal rib 9.1 and the column hoop rib 9.2.
In this embodiment, the wall thickness of the masonry wall is 200mm, the building bricks are sintered shale perforated bricks, the size of each brick is 240mm × 190mm × 90mm, the wall thickness of the blue brick wall is 120mm, the size of each blue brick is 240mm × 120mm × 50mm, and the cross-sectional size of the cast-in-place concrete constructional column 9 is 200mm × 200 mm.
The construction method of the ultrahigh masonry wall earthquake-resistant structure comprises the following construction steps:
designing the positions, the sizes and the number of a cast-in-place concrete constructional column 9, a cast-in-place concrete connecting beam 7, a tie bar net piece 8 and a horizontal tie bar 6; designing the sizes of the building blocks and the grey bricks, the thicknesses of a horizontal mortar layer 4 of the building wall and a horizontal mortar layer 5 of the grey brick wall, and designing the distance of the gap 3;
dividing the column longitudinal rib 9.1 into three sections, namely a top section, a bottom section and a middle section, respectively implanting the top section and the bottom section into frame beams at the top and the bottom of the wall body, equally dividing the horizontal tie rib 6 and the beam longitudinal rib 7.1 into three sections, namely a left section, a right section and a middle section, and respectively implanting the left section and the right section into frame columns at two sides of the wall body;
step two, carrying out a drawing test after the bar planting is finished for 72 hours, binding the middle section of the column longitudinal bar 9.1 after the drawing test is qualified, connecting the middle section with the top section and the bottom section, and binding the column stirrup 9.2;
step three, constructing the masonry wall 1, and constructing the horizontal tie bars 6, the tie bar net pieces 8 and the cast-in-place concrete connecting beams 7 layer by layer along with the wall:
when the construction is carried out to the designed horizontal tie bar 6, the middle section of the horizontal tie bar 6 is bound, the middle section is connected with the left section and the right section, and simultaneously, the middle section is embedded in the horizontal mortar layer 4 of the masonry wall,
when the construction is carried out to the position of the tied steel bar net piece 8, the end part of the inner side of the tied steel bar net piece 8 is embedded in the horizontal mortar layer 4 of the masonry wall,
when the construction is carried out to the cast-in-place concrete connecting beam 7, binding the middle section of the horizontal tie bar 6, connecting the middle section with the left section and the right section, simultaneously binding a beam stirrup 7.2, then erecting a template and pouring beam concrete 7.3;
step four, after the masonry wall 1 is built, a template is arranged and column concrete 9.3 is poured;
step five, building the blue brick wall 2, reserving a gap 3 with the width not more than 60mm between the blue brick wall 2 and the masonry wall 1 to ensure that the inner side surface of the blue brick wall 2 is tightly attached to the outer side end of the cast-in-place concrete connecting beam 7 after the building is finished,
in the masonry process, the outer side end of the tie bar net piece 8 is embedded in the horizontal mortar layer 5 of the grey brick wall along with the layer, the tie bar net piece 8 is straight or bent at the gap, so that the outer side end face of the tie bar net piece 8 is flush with the outer side surface of the grey brick wall 2, and the construction of the double-layer wall is completed.
In the third step of this embodiment, when the beam stirrups 7.2 are bound, the beam stirrups can be extended and connected to the beam drawknot net sheet 10, the beam drawknot net sheet 10 is also embedded in the horizontal mortar layer 5 of the blue brick wall, and the beam drawknot net sheet 10 is straightened or bent at the gap to ensure that the outer end surface of the beam drawknot net sheet 10 is flush with the outer side surface of the blue brick wall 2.
In the first step of this embodiment, the cast-in-place concrete constructional columns 9 are arranged along the horizontal direction of the wall body at a distance of 5000 mm; 4 column longitudinal ribs are arranged on 9.1, and the diameter is 12 mm; the column stirrups 9.2 are arranged at a pitch of 200 mm. The cast-in-place concrete connecting beams 7 are arranged along the height direction of the wall body at intervals of 1500 mm; the number of the beam longitudinal ribs 7.1 is 6, the diameter of the beam longitudinal ribs is 10mm, and the arrangement interval of the beam stirrups 7.2 is 200 mm. The steel bar mesh 8 is formed by welding steel bars with the diameter of 4mm at intervals of 100mm in two directions, and the interval is 500mm in the height direction of the wall. The horizontal tie bars 6 are arranged in the horizontal mortar layer of each layer of masonry wall by 2, the diameter of each horizontal tie bar 6 is 6.5mm, and the distance between every two horizontal tie bars is 500mm along the height direction of the wall. The thickness of the horizontal mortar layer of the masonry wall is 10mm, and the thickness of the horizontal mortar layer of the green brick wall is 8 mm; the distance of the gap 3 is 60 mm.
Claims (6)
1. A construction method of an ultrahigh masonry wall anti-seismic structure is characterized by comprising the following steps:
the ultrahigh masonry wall anti-seismic structure comprises a double-layer wall body consisting of an inner masonry wall (1), an outer green brick wall (2) and a cast-in-place concrete connecting beam (7), wherein a gap (3) is reserved between the masonry wall and the green brick wall,
the masonry wall (1) is formed by sequentially stacking building blocks and bonding masonry wall mortar between the building blocks, and masonry wall mortar between the upper building block and the lower building block forms a horizontal mortar layer (4) of the masonry wall;
the green brick wall (2) is formed by sequentially stacking green bricks and bonding the green brick wall mortar between the green bricks, and the horizontal mortar of the green brick wall between the upper green brick layer and the lower green brick layer forms a horizontal mortar layer (5) of the green brick wall;
the steel bar mesh sheets (8) are horizontally tied between the double-layer walls, the steel bar mesh sheets (8) are arranged along the width direction of the double-layer walls in a full-length mode and are arranged at intervals along the height direction of the double-layer walls, and two end portions of each steel bar mesh sheet (8) are respectively arranged in a masonry wall horizontal mortar layer (4) and a green brick wall horizontal mortar layer (5) which have height differences not larger than one green brick thickness and are adjacent to each other;
the masonry wall (1) is internally provided with cast-in-place concrete constructional columns (9), and the cast-in-place concrete constructional columns (9) are as high as the masonry wall (1) in equal thickness and are arranged at intervals along the length direction of the masonry wall (1);
the masonry wall is characterized in that cast-in-place concrete connecting beams (7) are further arranged in the masonry wall (1), the cast-in-place concrete connecting beams (7) are horizontally arranged in a full length along the length direction of the masonry wall (1) and are arranged at intervals along the height direction of the masonry wall (1) at positions avoiding the tie bar net pieces (8), the inner side surfaces of the cast-in-place concrete connecting beams are flush with the inner side surfaces of the masonry wall, and the outer side ends of the cast-in-place concrete connecting beams extend into the gaps (3) and are connected with the inner side surfaces of the green brick walls;
horizontal tie bars (6) are arranged in the masonry wall (1), the horizontal tie bars (6) are horizontally arranged along the width direction of the masonry wall (1) in a full length mode and are buried in a horizontal mortar layer (4) of the masonry wall, and the horizontal tie bars (6) are arranged at intervals along the height direction of the masonry wall (1) and at positions avoiding tie bar net pieces (8) and cast-in-place concrete connecting beams (7);
the cast-in-place concrete constructional column (9) comprises a column longitudinal bar (9.1), a column stirrup (9.2) surrounding the outer side of the column longitudinal bar (9.1) and column concrete (9.3) wrapping the column longitudinal bar (9.1) and the column stirrup (9.2);
the cast-in-place concrete coupling beam (7) comprises a beam longitudinal bar (7.1), a beam stirrup (7.2) enclosed on the outer side of the beam longitudinal bar (7.1) and beam concrete (7.3) wrapping the beam longitudinal bar (7.1) and the beam stirrup (7.2);
the construction steps of the ultrahigh masonry wall earthquake-resistant structure are as follows:
designing the positions, the sizes and the numbers of a cast-in-place concrete constructional column (9), a cast-in-place concrete connecting beam (7), a tie bar net piece (8) and a horizontal tie bar (6); designing the sizes of the building blocks and the grey bricks, the thicknesses of the horizontal mortar layer (4) of the building wall and the horizontal mortar layer (5) of the grey brick wall, and designing the distance of the gap (3);
dividing the column longitudinal bar (9.1) into three sections, namely a top section, a bottom section and a middle section, respectively implanting the top section and the bottom section into frame beams at the top and the bottom of the wall body, equally dividing the horizontal tie bar (6) and the beam longitudinal bar (7.1) into three sections, namely a left section, a right section and a middle section, and respectively implanting the left section and the right section into frame columns at two sides of the wall body;
step two, carrying out a drawing test after the bar planting is finished for 72 hours, binding the middle section of the column longitudinal bar (9.1) after the drawing test is qualified, connecting the middle section with the top section and the bottom section, and binding the column stirrup (9.2) at the same time;
step three, masonry wall (1) is built, and horizontal tie bars (6), tie bar net pieces (8) and cast-in-place concrete coupling beams (7) are all constructed along with the wall layer by layer:
when the construction is carried out to the designed horizontal tie bar (6), the middle section of the horizontal tie bar (6) is bound, the middle section is connected with the left section and the right section, and the middle section is embedded in the horizontal mortar layer (4) of the masonry wall,
when the construction is carried out to the position of the tied steel bar net piece (8), the inner side end part of the tied steel bar net piece (8) is embedded in the horizontal mortar layer (4) of the masonry wall,
when the construction is carried out to the cast-in-place concrete connecting beam (7), binding the middle section of the horizontal tie bar (6), connecting the middle section with the left section and the right section, simultaneously binding a beam stirrup (7.2), then erecting a template and pouring beam concrete (7.3);
step four, erecting a template and pouring column concrete (9.3) after the masonry wall (1) is built;
step five, building the grey brick wall (2), reserving a gap (3) with the width not more than 60mm between the grey brick wall (2) and the masonry wall (1) so as to ensure that the inner side surface of the grey brick wall (2) is tightly attached to the outer side end of the cast-in-place concrete connecting beam (7) after the building is finished,
in the masonry process, the outer side end of the tie bar net piece (8) is buried in the horizontal mortar layer (5) of the grey brick wall along with the layer, the tie bar net piece (8) is straight or bent at the gap to ensure that the outer side end face of the tie bar net piece (8) is flush with the outer side surface of the grey brick wall (2), and the construction of the double-layer wall is completed.
2. The construction method of the ultra-high masonry wall earthquake-resistant structure according to claim 1, characterized in that: the inner side end face of the tie bar net piece (8) is flush with the inner side surface of the masonry wall.
3. The construction method of the ultra-high masonry wall earthquake-resistant structure according to claim 1, characterized in that: the beam stirrups (7.2) extend towards the direction of the black bricks and are connected with beam knotting net pieces (10), and the beam knotting net pieces (10) are horizontally arranged in the length direction along the width direction of the wall body.
4. The construction method of the ultra-high masonry wall earthquake-resistant structure according to claim 3, characterized in that: the beam drawknot net piece (10) and the drawknot steel bar net piece (8) are both net pieces formed by welding steel bars in a bidirectional equidistant mode.
5. The construction method of the ultra-high masonry wall earthquake-resistant structure according to claim 3, characterized in that: in the third step, when the beam stirrups (7.2) are bound, the beam stirrups (10) are extended and connected, the beam drawups (10) are also embedded in the horizontal mortar layer (5) of the green brick wall adjacent to the cast-in-place concrete coupling beam, and the beam drawups (10) are straight or bent at the gap to ensure that the outer end faces of the beam drawups (10) are flush with the outer side surface of the green brick wall (2).
6. The construction method of the ultra-high masonry wall earthquake-resistant structure according to claim 1, characterized in that: in the first step of the method,
the arrangement distance of the cast-in-place concrete constructional columns (9) along the horizontal direction of the wall body is not more than 5000mm, at least 4 column longitudinal reinforcements (9.1) are arranged, the diameter of each column longitudinal reinforcement is not less than 12mm, and the arrangement distance of the column hooping reinforcements (9.2) is not more than 200 mm;
the arrangement distance of the cast-in-place concrete connecting beams (7) along the height direction of the wall body is not more than 1500mm, at least 6 beam longitudinal reinforcements (7.1) are arranged, the diameter of the longitudinal reinforcements is not less than 10mm, and the arrangement distance of the beam stirrups (7.2) is not more than 200 mm;
the tie bar net piece (8) is formed by welding steel bars with the diameter not more than 4mm at intervals of 100mm in two directions, and the interval in the height direction of the wall is not more than 500 mm;
at least 2 horizontal tie bars (6) are arranged in each horizontal mortar layer of the masonry wall, the diameter of each horizontal tie bar (6) is not less than 6.5mm, and the arrangement distance along the height direction of the wall body is not more than 500 mm;
the thickness of the horizontal mortar layer of the masonry wall is not less than 10mm, and the thickness of the horizontal mortar layer of the green brick wall is not more than 8 mm;
the distance of the gap (3) is not more than 60 mm.
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| CN110700447B (en) * | 2019-10-24 | 2021-10-15 | 哈尔滨工业大学 | Flexible connection structure of building block infilled wall and concrete frame structure and construction method thereof |
| CN112906100A (en) * | 2021-01-15 | 2021-06-04 | 珠海新势力创建筑设计有限公司 | Method and device for automatically generating constructional column based on Revit platform |
| CN112878541B (en) * | 2021-02-05 | 2021-07-30 | 中建一局集团第三建筑有限公司 | Flexible connecting structure for top of masonry and construction method thereof |
| CN113250461B (en) * | 2021-06-22 | 2022-06-14 | 四川农业大学 | Construction method for improving seismic resistance of wall with Tibetan Qiang stone wood structure |
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| JP3798420B1 (en) * | 2005-10-13 | 2006-07-19 | 株式会社張替工務店 | Steel frame / reinforcement type dry block masonry method |
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| CN104264822A (en) * | 2014-09-02 | 2015-01-07 | 绿建科技集团新型建材高技术有限公司 | Half outside-enclosure laid cast-in-place wall self-insulation system |
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