CN103290924A - Construction technology for building foundation and main structure - Google Patents
Construction technology for building foundation and main structure Download PDFInfo
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- CN103290924A CN103290924A CN 201310270017 CN201310270017A CN103290924A CN 103290924 A CN103290924 A CN 103290924A CN 201310270017 CN201310270017 CN 201310270017 CN 201310270017 A CN201310270017 A CN 201310270017A CN 103290924 A CN103290924 A CN 103290924A
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Abstract
The invention discloses a construction technology for a building foundation and a main structure. A constructed building is of a frame structure or a frame shearing wall structure. The technology includes the steps: firstly, constructing pile foundations; secondly, constructing reinforced concrete structures of the constructed building with a plurality of floors from bottom to top; and thirdly, constructing masonries. The pile foundation construction process includes: constructing cast-in-situ bored piles; performing waterproof treatment for pile heads; constructing fine aggregate concrete protection layers; and constructing foundation slabs. When the reinforced concrete structure of any floor of the constructed building, firstly, a bearing structure of the currently constructed floor is poured, and secondly, floor slabs of the currently constructed floor are poured. After the reinforced concrete structures are constructed, filler walls on the floors are constructed. The construction technology is simple in step, reasonable in design, high in operability, convenient to implement and fine in construction effect, and the construction quality of the building can be effectively ensured while construction period is ensured.
Description
Technical field
The invention belongs to technical field of building construction, especially relate to a kind of building foundation and main structure construction technology.
Background technology
Frame construction refers to connect the structure that constitutes bearing system by beam and column to rigidly connect or to be hinged and connected, and namely forms framework by beam and column and resists horizontal loading and the vertical load that occurs in the use jointly.The frame-shear wall structure also claims frame structure, it is the shear wall of in frame construction, arranging some, constitute flexibly usage space freely, satisfy different construction function request, enough shear walls are arranged equally again, sizable rigidity is arranged, the new stress form that the loading characteristic of frame structure is made up of two kinds of different lateral resisting structures of framework and shear wall structure.
When reality is constructed to the frame-shear wall structure, carry out foundation basic construction earlier, carry out frame structure construction again, carry out the masonry construction at last.Nowadays, though frame construction and frame-shear wall structure all are used widely.But during practice of construction, a plurality of operations such as foundation pile pile crown waterproofing work, the control of cast-in-place board concrete absolute altitude all neither one job practices unified, standard can be followed, thereby have that constructing operation is more random, lack of standardization, work efficiency is low, construction quality is difficult for problems such as assurance during practice of construction inevitably, not only influence the construction period, and the quality of construction molding building structure is affected greatly.
Summary of the invention
Technical problem to be solved by this invention is at above-mentioned deficiency of the prior art, a kind of building foundation and main structure construction technology are provided, its processing step is simple, reasonable in design and workable, realization is convenient, and construction effect is good, when guaranteeing the construction period, also can effectively guarantee the building operations quality.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of building foundation and main structure construction technology, institute's construction building is frame construction or frame-shear wall structure, institute's construction building is divided into a plurality of floors from top to bottom, separate by one deck floor between neighbouring two described floors, the described floor of multilayer all supports by load-carrying members, and the floor of a plurality of described floors and load-carrying members are all built and are one; Load-carrying members described in the described frame construction are supporting frame, load-carrying members are supporting frame and shear wall described in the described frame-shear wall structure, described supporting frame is formed by the multiple tracks Vierendeel girder with to the frame column that the described Vierendeel girder of multiple tracks supports, described Vierendeel girder, described frame column and described shear wall are reinforced concrete structure, it is characterized in that this technology may further comprise the steps:
Step 1, pile foundation construction, its work progress is as follows:
Step 101, bored pile construction: a plurality of bored piles of in the foundation ditch that excavation forms in advance, constructing, the structure of a plurality of described bored piles is all identical with size; Treat a plurality of described bored piles all construct finish after, at the bottom of described foundation ditch tiling one deck concrete cushion; In this step, the stake top mark of the bored pile finished of construction is high than the high h1 of its top design elevation, h1＞50mm wherein, and the part that described bored pile exceeds described concrete cushion is pile crown;
Step 102, pile crown waterproofing work: the pile crown of a plurality of described bored piles of finishing constructing in the step 101 carries out waterproofing work respectively, and a plurality of described bored pile Waterproof Dispose for Piling methods are all identical; When carrying out waterproofing work for the pile crown of any bored pile, process is as follows:
Step I, stake top concrete chisel removal: with the concrete chisel removal at current institute processing pile crown top and expose main muscle, and the top absolute altitude that cuts current institute processing pile crown behind the concrete is than the high 45mm～55mm of its top design elevation;
Step II, waterproofing materials brushing: at the top of current institute processing pile crown and even brushing one deck cement group water-proofing material on the concrete cushion of side on the sidewall and around the current institute processing pile crown all around, wherein around the current institute processing pile crown on the concrete cushion of side the width of brushing cement group water-proofing material be not less than 200mm;
The construction of step III, coil waterproof layer: one coil waterproof layer of sidewall construction around current institute processing pile crown, described coil waterproof layer top is mutually concordant with current institute processing pile crown top;
Step IV, water-swellable sealing collar are installed: each the road master's muscle root that exposes at current institute processing pile crown top is all installed a water-swellable sealing collar;
The step V, repeatedly the repeating step I is to the step IV, until finishing a plurality of described bored pile Waterproof Dispose for Piling processes;
Step 103, the construction of pea gravel concreten topping: at the tiling of concrete cushion described in the step 101 one deck pea gravel concreten topping, the top absolute altitude of described pea gravel concreten topping is lower than the stake top design elevation of current institute processing pile crown, and the middle and lower part of coil waterproof layer described in the step III is embedded in the pea gravel concreten topping;
Step 104, sole plate construction: the sole plate of above described pea gravel concreten topping and a plurality of described bored pile, constructing, described sole plate is armored concrete slab, described sole plate and a plurality of described bored pile are built and are one, and each road master's muscle that current institute exposes at processing pile crown top in the step I all with described sole plate in the base plate reinforcing cage be fastenedly connected and be one;
Step 2, structure of reinforced concrete: on the described sole plate that construction is finished in step 104, divide a plurality of floors that the reinforced concrete structure of institute's construction building is constructed from the bottom to top, and the job practices of each floor is all identical; Wherein, when the steel concrete of any floor in institute's construction building is constructed, earlier the load-carrying members of current institute construction floor are carried out pouring construction, the floor to current institute construction floor carries out pouring construction again;
Floor is cast-in-place plate described in sole plate described in the step 104 and the step 2, and the job practices of described sole plate and described floor is all identical; In the practice of construction process, described cast-in-place plate is carried out before the pouring construction, lay a cast-in-place plate absolute altitude control device earlier; Described cast-in-place plate absolute altitude control device comprises that four in the forming panel that is laid in the current cast-in-place plate of constructing identify reinforcing bar and the two piece absolute altitude control lines one of colligation on four sign reinforcing bars, four described sign reinforcing bars form a quadrangle absolute altitude control zone, four described sign reinforcing bars are laid in respectively on four summits of described quadrangle absolute altitude control zone, and two described absolute altitude control lines one are laid in respectively on two diagonal of described quadrangle absolute altitude control zone; Four described sign reinforcing bars all are vertically to laying; Four length of sides of described quadrangle absolute altitude control zone all are not more than 6m; Be provided with an absolute altitude control member on four described sign reinforcing bars, absolute altitude control member set on two described absolute altitude control lines one and the four described sign reinforcing bars all is laid on the same horizontal plane, and on four described sign reinforcing bars the height of set absolute altitude control member all greater than the concrete design elevation of the cast-in-place plate of construct; Treat described cast-in-place plate absolute altitude control device lay finish after, described cast-in-place plate is carried out pouring construction, and described cast-in-place plate is carried out in the pouring construction process, control according to the plate face absolute altitude of a pair of current the cast-in-place plate of constructing of two described absolute altitude control lines;
Wherein, when sole plate was constructed described in the step 104, four described sign reinforcing bars all were fixed on the described base plate reinforcing cage; When floor described in the step 2 is constructed, in the supporting frame that four described sign reinforcing bars all are fixed on the floor bar cage set in the current institute construction floor or current institute construction floor is supported on the set reinforcing cage;
Step 3, masonry construction: after treating that structure of reinforced concrete is finished described in the step 2, the infilled wall on each floor is built by laying bricks or stones.
Above-mentioned a kind of building foundation and main structure construction technology, it is characterized in that: in the step 3 described infilled wall is carried out in the building process, when institute's construction infilled wall and when the concrete structure finished of construction is connected in advance, also need the junction between institute's construction infilled wall and the described concrete structure is handled, its processing procedure is as follows:
Step ⅰ, connect the filling of seam mortar: institute's construction infilled wall is carried out in the building process, with between institute's construction infilled wall and the described concrete structure to be connected seam closely knit with the mortar filling, and form filled with mortar and stitch; Between institute's construction infilled wall and the described concrete structure to be connected the seam seam wide less than 10mm;
Step ⅱ, polymer mortar oblique angle cushion construction: treat institute's construction infilled wall build by laying bricks or stones finish after, smear polymer mortar and corresponding formation polymer mortar oblique angle bed course one and polymer mortar oblique angle bed course two respectively in the inside and outside both sides of filled with mortar seam;
The cross section of described polymer mortar oblique angle bed course one and polymer mortar oblique angle bed course two is right-angled triangle and the two is the symmetry laying; A right-angle side of described polymer mortar oblique angle bed course one and described concrete structure is close to and the inside wall of its another right-angle side and filled with mortar seam is close to, a right-angle side of described polymer mortar oblique angle bed course two is close to the lateral wall that described concrete structure is close to and its another right-angle side and filled with mortar are stitched; The right angle length of side that described polymer mortar oblique angle bed course one and filled with mortar seam are close to and polymer mortar oblique angle bed course two are all wide greater than the seam of filled with mortar seam with the right angle length of side that the filled with mortar seam is close to;
Step ⅲ, large tracts of land plastering construction: on the interior lateral wall of institute's construction infilled wall, carry out plastering construction respectively, and corresponding formation floated coat one and floated coat two;
The construction of step ⅳ, putty layer: be coated with respectively in floated coat one and floated coat two outsides and scrape one deck putty, and corresponding formation putty layer one and putty layer two;
The external surface of described putty layer one is mutually concordant with the inside wall of described concrete structure, and the external surface of described putty layer two is mutually concordant with the lateral wall of described concrete structure;
Step ⅴ, joint treatment: paste nonwoven one in the connection seam outside of putty layer one between described concrete structure inside wall, and be coated with in nonwoven one outside and scrape one deck putty; Simultaneously, paste nonwoven two in the connection seam outside of putty layer two between described concrete structure lateral wall, and be coated with in nonwoven two outsides and scrape one deck putty.
Above-mentioned a kind of building foundation and main structure construction technology is characterized in that: in the step 2 frame construction of institute's construction building is carried out in the work progress, also need neighbouring two stair of marking time of constructing between the floor of finishing of having constructed in described frame construction; Actual when the described stair of marking time are constructed, adopt the stair step typified form be processed in advance that the construct stair of marking time are finalized the design;
Described stair step typified form comprises and is the support frame that is tilted to laying, from the bottom to top support frame top is supported and bearing height is adjustablely gone up adjustable support member, the support frame bottom supported and the adjustable adjustable support member down of bearing height and be laid in the multiple tracks kickplate of support frame bottom from top to bottom from the bottom to top, the angle of inclination of described support frame with the mark time angle of inclination of stair of constructing identical, the described kickplate of multiple tracks all is vertically to laying, and the structure of the described kickplate of multiple tracks is all identical with size; The transverse width of the described kickplate of multiple tracks with the mark time width of stair of constructing identical; The described kickplate of multiple tracks is even laying, and the level interval between the described kickplate of neighbouring twice is identical with described width of marking time, and the vertical spacing between the described kickplate of neighbouring twice is identical with described height of marking time; Described support frame is steel framework, and the described kickplate of multiple tracks is flat plate, and the described kickplate in each road is all by a fastening support frame bottom that is fixed on of angle steel.
Above-mentioned a kind of building foundation and main structure construction technology is characterized in that: described cast-in-place plate is carried out before the pouring construction, also need earlier at current cast-in-place plate indwelling ater-casting or the constuction joint of constructing; The current cast-in-place intralamellar part of constructing is provided with the bottom layer of the reinforcing steel net and is laid in top mat directly over the bottom layer of the reinforcing steel net;
Wherein, when the current cast-in-place plate of constructing is kept somewhere the ater-casting, earlier at two side templates one of soffit formwork laying that are used for building the current cast-in-place plate of constructing of moulding, two described side templates one are that bilateral symmetry is laid and the two is parallel laying, and the spacing between two described side templates one is identical with the width that needs the indwelling ater-casting; The installation position of two described side templates one and the position consistency that needs to keep somewhere the ater-casting; Two described side templates one all are vertical laying with soffit formwork;
When the current cast-in-place plate of constructing is kept somewhere constuction joint, earlier at the side template two of soffit formwork laying that is used for building the current cast-in-place plate of constructing of moulding, the installation position of described side template two and the position consistency that needs to keep somewhere constuction joint; Described side template two is vertical laying with soffit formwork;
The bottom of described side template one and side template two is provided with the lower plywood that the bottom layer of the reinforcing steel net is protected, described lower plywood is tiled on the soffit formwork, described side template one and side template two all are fixedly mounted on the lower plywood, and described bottom layer of the reinforcing steel net is supported on the described lower plywood; The top of described side template one and side template two is equipped with the top plate that top mat is protected, and described top mat is supported on side template one or the side template two, and described top plate is laid in the top mat top; The top of described side template one and side template two all offers a plurality of reinforcement installation grooves one that each root transverse reinforcement one is installed in layer steel mesh reinforcement of keeping supplying respectively, and the bottom of described side template one and side template two all offers a plurality of reinforcement installation grooves of installing for each root transverse reinforcement two in the bottom layer of the reinforcing steel net respectively two.
Above-mentioned a kind of building foundation and main structure construction technology, it is characterized in that: when in the step 2 supporting frame of current institute construction floor being carried out pouring construction, the bean column node core space that intersects between frame column described in the described supporting frame and the described Vierendeel girder is carried out before the pouring construction, earlier lay an expanded metal lath respectively in the left and right sides of bean column node core space, the current bean column node core space of constructing is the intersecting area of column and crossbeam; Two described expanded metal laths all are laid in the crossbeam, two described expanded metal laths all are vertical laying with crossbeam, two described expanded metal laths be respectively be laid in the bean column node core space of constructing left side the left plate net and be laid in the right expanded metal lath on bean column node core space right side, the spacing between described left plate net and the column left side wall
And the spacing between described right expanded metal lath and the column right side wall
Wherein h is the vertical height of bean column node core space; Be provided with the lateral stressed reinforcing bar that multiple tracks is parallel laying in the described crossbeam, the crossbeam stirrup one that the described lateral stressed reinforcing bar of multiple tracks is laid from left to right by multiple tracks is fastenedly connected and is one, and the described crossbeam stirrup one of multiple tracks all is laid in the crossbeam; Described crossbeam left side is provided with left crossbeam stirrup two, and described left plate net is fastening to be fixed on the left crossbeam stirrup two, and described left crossbeam stirrup two is fastenedly connected with the described lateral stressed reinforcing bar of multiple tracks and is one; Described crossbeam right side is provided with right crossbeam stirrup two, and described right expanded metal lath is fastening to be fixed on the right crossbeam stirrup two, and described right crossbeam stirrup two is fastenedly connected with the described lateral stressed reinforcing bar of multiple tracks and is one; The structure of described left plate net and described right steel plate and size all with cross-sectional structure and the consistent size of described crossbeam.
Above-mentioned a kind of building foundation and main structure construction technology, it is characterized in that: after the structure of reinforced concrete of institute's construction building is finished in the step 2, the bolt hole of reserving on the concrete structure in the reinforced concrete structure that also needs construction is finished carries out shutoff, and described concrete structure is described frame column, described load bearing wall or described shear wall; When reality is carried out shutoff to the bolt hole of reserving on the described concrete structure, earlier by an interim closeouts interim shutoff is carried out in the inner of need shutoff bolt hole, need clog dry cement mortar and corresponding formation dry cement mortar packed configuration in the shutoff bolt hole to described from outside to inside again, afterwards at the even brushing one deck cement-base waterproof coating in the dry cement mortar packed configuration outside and corresponding formation waterproof coating five, at waterproof coating five outsides even brushing one deck waterproofing mortar and corresponding formation waterproof coating six, described need the shutoff bolt hole be the through hole that is laid on the described concrete structure then; Described interim closeouts is laid in described concrete structure inboard; The inner surface of described dry cement mortar packed configuration is mutually concordant with the inner surface of described concrete structure, and the external surface of waterproof coating six is mutually concordant with the external surface of described concrete structure; Spacing between the external surface of described dry cement mortar packed configuration and the described concrete structure external surface is d, wherein d=20mm ± 5mm; The cross section of described dry cement mortar packed configuration, waterproof coating five and waterproof coating six is circle, and three's cross sectional dimensions is all identical with the described cross sectional dimensions of shutoff bolt hole that needs.
Above-mentioned a kind of building foundation and main structure construction technology, it is characterized in that: the reinforced concrete structure to institute's construction building in the step 2 carries out in the work progress, the lintel that is positioned at the top, hole of placing switchbox is carried out offering a plurality of fulgurite installing ports at the bed die of building lintel that moulding is constructed earlier before the pouring construction;
Described lintel is reinforced concrete lintel, and the two ends, the left and right sides of described reinforced concrete lintel are supported in respectively on left side knee wall and the right side knee wall, and described hole is between left side knee wall and right side knee wall; The casing top of described switchbox is provided with the through wires hole that a plurality of current supply cables penetrate; Described left side knee wall and right side knee wall are shear wall; The quantity of a plurality of described fulgurite installing ports is identical with the quantity of a plurality of described through wires holes, and the installation position of a plurality of described fulgurite installing ports is corresponding one by one with the installation position of a plurality of described through wires holes, a plurality of described fulgurite installing ports be laid in respectively a plurality of described through wires holes directly over; On a plurality of described fulgurite installing ports the pre-buried penetration pipe that a current supply cable passes is installed all, the length that described bed die is stretched out in described pre-buried penetration pipe bottom is not less than 30mm, and the described forming panel outside is stretched out on pre-buried penetration pipe top; A plurality of described fulgurite installing ports are cylindrical installing port and its size is all identical, and the bore of described fulgurite installing port is not less than the external diameter of pre-buried penetration pipe.
Above-mentioned a kind of building foundation and main structure construction technology is characterized in that: described side template one arranged outside has template positioning limiting fixator one; Described side template two arranged outside have template positioning limiting fixator two;
Described template positioning limiting fixator one is for being fixed on the lumps of wood bar one on the soffit formwork by clench nail, described lumps of wood bar one is parallel laying with its spacing side template one, and the inside wall of the inside wall of lumps of wood bar one and its spacing side template one near, the height of described lumps of wood bar one is greater than the thickness of described lower plywood;
Described template positioning limiting fixator two comprise by described clench nail be fixed on lumps of wood bar two on the soffit formwork and multiple tracks from front to back the other side's batten two fix and be the lumps of wood bar three that is tilted to laying, the upper level of described lumps of wood bar two is higher than the upper level of lower plywood, described lumps of wood bar two is parallel laying with its spacing side template two, and the inside wall of the inside wall of lumps of wood bar two and its spacing side template two near, the bottom of described lumps of wood bar three is propped up and is withstood on the soffit formwork, the top of described lumps of wood bar three be fixed on the top plate installed on the spacing side template two.
Above-mentioned a kind of building foundation and main structure construction technology, it is characterized in that: described left plate Netcom crosses the additional fastening reinforcing bar one that multiple tracks lays from top to bottom and is fixed on the left crossbeam stirrup two, the described additional fastening reinforcing bar one of multiple tracks all is level to laying, and the described additional fastening reinforcing bar one of multiple tracks all is vertical laying with described crossbeam; The additional fastening reinforcing bar two that described right expanded metal lath is from top to bottom laid by multiple tracks is fixed on the right crossbeam stirrup two, and the described additional fastening reinforcing bar two of multiple tracks all is level to laying, and the described additional fastening reinforcing bar two of multiple tracks all is vertical laying with described crossbeam.
Above-mentioned a kind of building foundation and main structure construction technology, it is characterized in that: in the step I during with the concrete chisel removal at current institute processing pile crown top, elder generation is at an above 45mm of the top design elevation～55mm place ejection cutting control line of current institute processing pile crown, and cutting a distance of enclosing and cutting the main muscle of bosom distance with cutting machine along cutting control line place again is 8mm～12mm; Separate the main muscle of cutting control line top afterwards with electric hammer, and abolish the inner concrete of cutting control line top with pneumatic pick, the cutter equating of stake top is whole; Cement group water-proofing material described in the step II is cement based penetration crystallization type water proofing paint;
The quantity of the interior set described cast-in-place plate absolute altitude control device of the forming panel of the current cast-in-place plate of constructing is one or more in the step 2; When described cast-in-place plate absolute altitude control device was laid, the first absolute altitude line of Dmm above the plate face design elevation of the current cast-in-place plate of constructing is drawn measured on four described sign reinforcing bars, and described absolute altitude control member is laid on the absolute altitude line that draws survey; Afterwards, two described absolute altitude control lines one of colligation on four described sign reinforcing bars, two described absolute altitude control lines one are in exceptionally straight state, and set absolute altitude control member all is laid on the same horizontal plane on two described absolute altitude control lines one and the four described sign reinforcing bars; Then, the current cast-in-place plate of constructing is carried out pouring construction, two described absolute altitude control lines are measured Xmm downwards once horizontal plane of living in and are the plate face design elevation of current the cast-in-place plate of construction, wherein D=45mm～55mm.
The present invention compared with prior art has the following advantages:
1, method step is simple, reasonable in design and workable, realization is convenient, and construction effect is good, when guaranteeing the construction period, can effectively guarantee the building operations quality.
2, the pile crown method for waterproofing that adopts is simple, reasonable in design, operation is simple and easy and it is convenient to realize, input cost is lower, construction quality be easy to guarantee and construction effect good, it is shorter to cut out pile crown length simultaneously, reduced the waste of material phenomenon significantly, problems such as and the pile crown treatment effect is very good, and operation inconvenience, the sanction pile length that can effectively solve existing deposited reinforced concrete pile pile crown method for waterproofing existence is big, waste of material is comparatively serious, waste time and energy, pile crown waterproofing work effect is relatively poor.
3, the stair step typified form that adopts is simple in structure and reasonable in design, and processing and fabricating is convenient, draw materials easy and durable, input cost is lower.During actual the use, not only install and dismantle easy, it is convenient to realize, and use easy and simple to handle, result of use is good, and molding effect is regular straight, and is durable, can be easy, finish the typing of broadstep fast and in high quality, can effectively solve problems such as complex structure, dismounting inconvenience, typing effect that existing stair step typified form exists be relatively poor.
4, cast-in-place board post poured band and constuction joint placement method are simple, reasonable in design; it is lower to drop into construction cost; operate simple and easy and the realization convenience; simultaneously the ater-casting keeps somewhere with constuction joint that construction quality is easy to assurance and construction effect is good; side template one is accurate and fixation with the installation site of side template two; and can effectively protect bottom and top mat, thereby can effectively guarantee to keep somewhere on the cast-in-place plate construction quality of ater-casting and constuction joint, and work efficiency height.To sum up, cast-in-place board post poured band of the present invention and constuction joint placement method can not only effectively guarantee the construction period, and can effectively guarantee to keep somewhere on the cast-in-place plate construction quality of ater-casting and constuction joint.
5, the bean column node core space concrete pouring construction that adopts is simple in structure and reasonable in design, and it is lower to drop into construction cost, and job practices is simple, operation is simple and easy and it is convenient to realize.Simultaneously, bean column node core space concrete pouring construction quality be easy to guarantee and construction effect good, the expanded metal lath fixation, actual when carrying out concrete pouring construction, build the concrete in the beam column joint cores earlier, and treat to build the crossbeam inner concrete again before institute's concreting initial set in the bean column node core space, can effectively guarantee the concrete pouring quality of bean column node core space, and work efficiency height, can effectively guarantee the construction period, especially for the work items that differs by more than one-level between column strength grade of concrete and the crossbeam strength grade of concrete, the present invention adopts the beneficial effect of bean column node core space concrete pouring construction method to show more obviously, can effectively guarantee the concrete pouring quality of bean column node core space.
6, the cast-in-place crab bolt hole plugging construction method that adopts is simple, operation is simple and easy and it is convenient to realize, it is lower to drop into construction cost, the shutoff quality be easy to guarantee and plugging effect good, the waterproof effect of reinforced concrete structure and soundproof effect are all better after the shutoff.
7, the cast-in-place plate absolute altitude control device that adopts is simple in structure and reasonable in design, and input cost is lower, during actual the use, install lay convenient, operation is simple and easy and it is convenient to realize.And the absolute altitude departure is little and result of use good, can be easy, accurately and fast finish the concrete absolute altitude control procedure of cast-in-place plate, effectively guarantee the construction quality of cast-in-place plate, and guarantee that the construction period do not incur loss through delay.
8, the construction treating methods to infilled wall and concrete structure junction is simple, operation is simple and easy and it is convenient to realize, it is lower to drop into construction cost, and it is effective that construction quality is easy to assurance and infilled wall and the processing of concrete wall boundary, and the intersection binding ability is prone to the crack by force and not.
9, it is simple that the concrete lintel that adopts is worn the fulgurite job practices, operate simple and easy and the realization convenience, it is lower to drop into construction cost, and construction effect is good, when fulgurite passes lintel, adopt the mode of service sleeve in the interior direct pre-buried fulgurite of cast-in-place lintel or the precast lintel, not only efficiency of construction significantly improves, and can effectively guarantee the installation position of pipeline, the installation position of the fulgurite of wearing is accurate, can guarantee that each cable vertically enters switchbox, thereby the concrete lintel that adopts wear the fulgurite job practices can be easy, quick and high-quality is finished lintel and is worn the fulgurite work progress, and can effectively guarantee the installation position of pipeline.
In sum, processing step of the present invention is simple, reasonable in design and workable, realization is convenient, and construction effect is good, when guaranteeing the construction period, also can effectively guarantee the building operations quality, can effectively solve problems such as the existing building basis is more random, lack of standardization with the constructing operation that main structure construction technology exists, work efficiency is low, the difficult assurance of construction quality, not only influence the construction period, and the quality of construction molding building structure is affected greatly.。
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Description of drawings
Fig. 1 is process flow diagram of the present invention.
Construction view when Fig. 1-1 carries out the pile crown waterproofing work for the present invention.
Fig. 2-1 is the structural representation of the cast-in-place plate absolute altitude of the present invention control device.
Fig. 3-1 is the construction view of junction between infilled wall of the present invention and the concrete structure.
Fig. 3-2 is the local enlarged diagram at A place among Fig. 3-1.
Fig. 4-1 is the structural representation of stair step typified form of the present invention except pedal.
Fig. 4-2 is the left view of Fig. 4-1.
Fig. 4-3 is the connection status schematic diagram of mark time in the stair step typified form of the present invention typing steel plate and support frame.
Construction view when Fig. 5-1 constructs for the present invention carries out cast-in-place board post poured band indwelling.
Fig. 5-2 is the A-A sectional view of Fig. 5-1.
Construction view when Fig. 5-3 constructs for the present invention carries out cast-in-place plate constuction joint indwelling.
Construction view when Fig. 6-1 carries out the bean column node concrete pouring construction for the present invention.
Construction view when Fig. 7-1 carries out shutoff for the present invention to prepared screw-bolt hole on the concrete structure.
Fig. 8-1 wears the construction view of fulgurite construction in concrete lintel for the present invention.
Description of reference numerals:
1-1-processed castinplace pile; 1-2-concrete cushion; 1-3-waterproof coating one;
1-4-waterproof coating two; 1-5-coil waterproof layer; 1-6-waterproof coating three;
1-7-pea gravel concreten topping; 1-8-water-swellable sealing collar;
1-10-waterproof coating four; 1-11-main muscle; 1-12-filleting;
2-1-sign reinforcing bar; 2-2-absolute altitude control line one;
2-3-quadrangle Steel bar rack; 2-4-absolute altitude control line two; 3-1-infilled wall;
3-2-concrete wall; 3-3-filled with mortar seam;
3-41-polymer mortar oblique angle bed course one;
3-42-polymer mortar oblique angle bed course two;
3-51-bouncing putty filling layer one; 3-52-bouncing putty filling layer two;
3-61-nonwoven one; 3-62-nonwoven two;
3-71-bouncing putty coating one; 3-72-bouncing putty coating two;
3-81-interior floated coat one; 3-82-putty layer one; 3-91-exterior rendering layer one;
3-92-putty layer two; 4-1-support frame; 4-11-longitudinal holding pole;
4-12-last lateral strut; 4-13-following lateral strut; 4-2-kickplate;
4-3-angle steel; 4-4-holding nut; 4-5-suspension ring;
5-1-soffit formwork; 5-2-side template; 5-3-bottom layer of the reinforcing steel net;
5-31-transverse reinforcement two; 5-4-top mat; 5-41-transverse reinforcement one;
5-5-lower plywood; 5-6-top plate; 5-7-transversely strengthening spare;
5-81-lumps of wood bar one; 5-82-lumps of wood bar two; 5-83-lumps of wood bar three;
5-84-sheeting caps; 5-9-reinforcement installation groove one; 5-10-reinforcement installation groove two;
5-11-horizontal support member; 6-1-expanded metal lath; 6-2-column;
6-21-column steel bar stress; 6-22-column stirrup; 6-3-crossbeam;
6-31-lateral stressed reinforcing bar; 6-32-crossbeam stirrup one; 6-33-left crossbeam stirrup two;
6-34-right crossbeam stirrup two; 6-4-bean column node core space;
6-51-additional fastening reinforcing bar one; 6-52-additional fastening reinforcing bar two;
7-1-body of wall; 7-3-dry cement mortar packed configuration;
7-4-waterproof coating five; 7-5-waterproof coating six;
8-1-reinforced concrete lintel; 8-2-hole; 8-3-left side knee wall;
8-4-right side knee wall; 8-5-pre-buried penetration pipe; 8-6-fulgurite sleeve pipe;
9-pedal.
The specific embodiment
A kind of building foundation as shown in Figure 1 and main structure construction technology, institute's construction building is frame construction or frame-shear wall structure, institute's construction building is divided into a plurality of floors from top to bottom, separate by one deck floor between neighbouring two described floors, the described floor of multilayer all supports by load-carrying members, and the floor of a plurality of described floors and load-carrying members are all built and are one; Load-carrying members described in the described frame construction are supporting frame, load-carrying members are supporting frame and shear wall described in the described frame-shear wall structure, described supporting frame is formed by the multiple tracks Vierendeel girder with to the frame column that the described Vierendeel girder of multiple tracks supports, described Vierendeel girder, described frame column and described shear wall are reinforced concrete structure, and this technology may further comprise the steps:
Step 1, pile foundation construction, its work progress is as follows:
Step 101, bored pile construction: a plurality of bored pile 1-1 that in the foundation ditch that excavation forms in advance, construct, the structure of a plurality of described bored pile 1-1 is all identical with size; Treat a plurality of described bored pile 1-1 all construct finish after, at the bottom of described foundation ditch tiling one deck concrete cushion 1-2; In this step, the stake top mark of the bored pile 1-1 that finishes of construction is high than the high h1 of its top design elevation, h1＞50mm wherein, and the part that described bored pile 1-1 exceeds described concrete cushion 1-2 is pile crown, sees Fig. 1-1 for details.
Step 102, pile crown waterproofing work: the pile crown of a plurality of described bored pile 1-1 that finishes constructing in the step 101 carries out waterproofing work respectively, and a plurality of described bored pile 1-1 Waterproof Dispose for Piling methods are all identical; When carrying out waterproofing work for the pile crown of any bored pile 1-1, process is as follows:
Step I, stake top concrete chisel removal: with the concrete chisel removal at current institute processing pile crown top and expose main muscle 1-11, and the top absolute altitude that cuts current institute processing pile crown behind the concrete is than the high 45mm～55mm of its top design elevation;
Step II, waterproofing materials brushing: at the top of current institute processing pile crown and even brushing one deck cement group water-proofing material on the concrete cushion 1-2 of side on the sidewall and around the current institute processing pile crown all around, wherein the width that the concrete cushion 1-2 of side goes up the brushing cement group water-proofing material around the current institute processing pile crown is not less than 200mm;
The construction of step III, coil waterproof layer: one coil waterproof layer 1-5 of sidewall construction around current institute processing pile crown, described coil waterproof layer 1-5 top is mutually concordant with current institute processing pile crown top;
Step IV, water-swellable sealing collar are installed: each the road master's muscle 1-11 root that exposes at current institute processing pile crown top is all installed a water-swellable sealing collar 1-8;
The step V, repeatedly the repeating step I is to the step IV, until finishing a plurality of described bored pile 1-1 Waterproof Dispose for Piling processes.
Step 103, the construction of pea gravel concreten topping: at the 1-2 of concrete cushion described in the step 101 tiling one deck pea gravel concreten topping 1-7; the top absolute altitude of described pea gravel concreten topping 1-7 is lower than the stake top design elevation of current institute processing pile crown, and the middle and lower part of coil waterproof layer 1-5 described in the step III is embedded in the pea gravel concreten topping 1-7.
Step 104, sole plate construction: the sole plate of above described pea gravel concreten topping 1-7 and a plurality of described bored pile 1-1, constructing; described sole plate is armored concrete slab; described sole plate and a plurality of described bored pile 1-1 build and are one, and each road master's muscle 1-11 that current institute exposes at processing pile crown top in the step I all with described sole plate in the base plate reinforcing cage be fastenedly connected and be one.
In the present embodiment, cement group water-proofing material described in the step II is cement based penetration crystallization type water proofing paint.
During practice of construction, also can adopt the cement group water-proofing material of other type.
In the present embodiment, cut the top absolute altitude of current institute processing pile crown behind the concrete in the step I than the high 50mm of its top design elevation.During practice of construction, can be according to concrete needs, the top absolute altitude of current institute processing pile crown adjusts accordingly than the height that its top design elevation exceeds behind the concrete to cutting.
In the present embodiment, after the waterproofing materials brushing is finished in the step II, evenly brushing waterproofing materials on the side concrete cushion 1-2 around current institute processing pile crown forms waterproof coating one 1-3, evenly brushing waterproofing materials on the sidewall around current institute processing pile crown forms waterproof coating two 1-4, evenly brushing forms waterproof coating three 1-6 at the waterproofing materials at current institute processing pile crown top, and described waterproof coating one 1-3, waterproof coating two 1-4 and waterproof coating three 1-6 closely connect as one.
The bottom level of coil waterproof layer 1-5 is higher than the overhead height of waterproof coating one 1-3 described in the step III, and build in described pea gravel concreten topping 7 middle and lower part of described coil waterproof layer 1-5.
In the present embodiment, the inner set pile body reinforcing cage of bored pile 1-1 described in the step I comprises that multiple tracks is vertically to the main muscle 1-11 that lays and Duo Gen lays and transverse reinforcement that the described main muscle 1-11 of multiple tracks is connected as one from top to bottom, and the 1-8 of water-swellable sealing collar described in the step IV is laid on described waterproof coating three 1-6.
In the present embodiment, the cross section of bored pile 1-1 described in the step I is circular, and described waterproof coating one 1-3 be shaped as annular, the width of described waterproof coating one 1-3 is not less than 200mm.
Seal by waterproofing unction between the sidewall around coil waterproof layer 1-5 described in the step III and the current institute processing pile crown.The closing in of coil waterproof layer 1-5 is tight described in the step III.Described coil waterproof layer 1-5 is the waterproofing course of sole plate described in the step 104.
The seam that is connected between coil waterproof layer 1-5 described in the step III and the pea gravel concreten topping 1-7 seals by waterproofing unction, and corresponding being connected between coil waterproof layer 1-5 and pea gravel concreten topping 1-7 sewed on the filleting 1-12 that formation multiple tracks inside scribbles waterproofing unction.
After the topping of pea gravel concreten described in the step 103 1-7 construction is finished, also need even brushing one deck cement based penetration crystallization type water proofing paint on described pea gravel concreten topping 1-7, and corresponding formation waterproof coating four 1-10.
In the present embodiment, described concrete cushion 1-2 is laid in the top of the soil body after the compacting in the described foundation ditch.
In the present embodiment, in the step I during with the concrete chisel removal at current institute processing pile crown top, elder generation is at an above 45mm of the top design elevation～55mm place ejection cutting control line of current institute processing pile crown, and cutting a distance of enclosing and cutting the main muscle 1-11 of bosom distance with cutting machine along cutting control line place again is 8mm～12mm; Separate the main muscle 1-11 of cutting control line top afterwards with electric hammer, and abolish the inner concrete of cutting control line top with pneumatic pick, the cutter equating of stake top is whole.
During practice of construction, adopt chisel that the stake top cutter equating of current institute processing pile crown is whole.
Step 2, structure of reinforced concrete: on the described sole plate that construction is finished in step 104, divide a plurality of floors that the reinforced concrete structure of institute's construction building is constructed from the bottom to top, and the job practices of each floor is all identical; Wherein, when the steel concrete of any floor in institute's construction building is constructed, earlier the load-carrying members of current institute construction floor are carried out pouring construction, the floor to current institute construction floor carries out pouring construction again.
Floor is cast-in-place plate described in sole plate described in the step 104 and the step 2, and the job practices of described sole plate and described floor is all identical; In the practice of construction process, described cast-in-place plate is carried out before the pouring construction, lay a cast-in-place plate absolute altitude control device earlier.In conjunction with Fig. 2-1, described cast-in-place plate absolute altitude control device comprises that four in the forming panel that is laid in the current cast-in-place plate of constructing identify reinforcing bar 2-1 and two piece absolute altitude control line one 2-2s of colligation on four sign reinforcing bar 2-1, four described sign reinforcing bar 2-1 form a quadrangle absolute altitude control zone, four described sign reinforcing bar 2-1 are laid in respectively on four summits of described quadrangle absolute altitude control zone, and two described absolute altitude control line one 2-2 are laid in respectively on two diagonal of described quadrangle absolute altitude control zone.Four described sign reinforcing bar 2-1 all are vertically to laying.Four length of sides of described quadrangle absolute altitude control zone all are not more than 6m.Be provided with an absolute altitude control member on four described sign reinforcing bar 2-1, two described absolute altitude control line one 2-2 and four described sign reinforcing bar 2-1 go up set absolute altitude control members and all are laid on the same horizontal plane, and the height that four described sign reinforcing bar 2-1 go up set absolute altitude control members is all greater than the concrete design elevation of the cast-in-place plate of construct.After treating that described cast-in-place plate absolute altitude control device laying is finished, described cast-in-place plate is carried out pouring construction, and described cast-in-place plate is carried out in the pouring construction process, according to two described absolute altitude control line one 2-2 the plate face absolute altitude of current the cast-in-place plate of constructing is controlled.
Wherein, when sole plate was constructed described in the step 104, four described sign reinforcing bar 2-1 all were fixed on the described base plate reinforcing cage; When floor described in the step 2 is constructed, in the supporting frame that four described sign reinforcing bar 2-1 all are fixed on the floor bar cage set in the current institute construction floor or current institute construction floor is supported on the set reinforcing cage.
During practice of construction, when described cast-in-place plate absolute altitude control device is laid, the first absolute altitude line of Dmm above the plate face design elevation of the current cast-in-place plate of constructing is drawn measures on four described sign reinforcing bar 2-1, and described absolute altitude control member is laid on the absolute altitude line that draws survey; Afterwards, two described absolute altitude control line one 2-2 of colligation on four described sign reinforcing bar 2-1, two described absolute altitude control line one 2-2 are in exceptionally straight state, and two described absolute altitude control line one 2-2 and four described sign reinforcing bar 2-1 go up set absolute altitude control members and all are laid on the same horizontal plane; Then, the current cast-in-place plate of constructing is carried out pouring construction, two described absolute altitude control line one 2-2 horizontal planes of living in are measured Xmm downwards and just are the plate face design elevation of current the cast-in-place plate of construction, wherein D=45mm～55mm.
In the present embodiment, D=50mm.During practice of construction, can be according to concrete needs, the value size of D is adjusted accordingly.
In the present embodiment, described cast-in-place plate absolute altitude control device also comprises quadrangle Steel bar rack 2-3, and four described sign reinforcing bar 2-1 are separately fixed on four summits of quadrangle Steel bar rack 2-3.
Simultaneously, described cast-in-place plate absolute altitude control device also comprises four colligation absolute altitude control line two 2-4 between adjacent two described sign reinforcing bar 2-1 in four described sign reinforcing bar 2-1 respectively, and four described absolute altitude control line two 2-4 form a quadrangle absolute altitude control line.
In the present embodiment, described quadrangle absolute altitude control zone is rectangle absolute altitude control zone.Correspondingly, described quadrangle Steel bar rack 2-3 is rectangle support, and described quadrangle absolute altitude control line is rectangle absolute altitude control line, and two two diagonal that described absolute altitude control line one 2-2 is described rectangle absolute altitude control line.
In the present embodiment, the quantity of set described cast-in-place plate absolute altitude control device is one or more in the forming panel of the current cast-in-place plate of constructing.
During practice of construction, can be according to concrete needs, the installation position of the quantity of set described cast-in-place plate absolute altitude control device and each cast-in-place plate absolute altitude control device adjusts accordingly in the forming panel to the current cast-in-place plate of constructing.
In the present embodiment, the overhead height of four described sign reinforcing bar 2-1 is all identical.
During practice of construction, the length of four described sign reinforcing bar 2-1 is 0.7m～0.8m.The height that four described sign reinforcing bar 2-1 go up set absolute altitude control members is all than the high Δ h of concrete design elevation of the cast-in-place plate of construct, wherein Δ h=50cm ± 0.5cm.The diameter of four described sign reinforcing bar 2-1 is all identical, and the diameter of four described sign reinforcing bars 1 is Φ 12mm ± 2mm.
In the present embodiment, the length of four described sign reinforcing bar 2-1 is 1m, and Δ h=50cm, and the diameter of four described sign reinforcing bar 2-1 is Φ 12mm.
During concrete construction, can be according to actual needs, the value size of length, diameter and the Δ h of four described sign reinforcing bar 2-1 is adjusted accordingly.
In the present embodiment, described absolute altitude control member is painting layer, is specially the red paint coating.
When reality is constructed to institute's construction building, it is high to current floor of constructing to draw mark earlier, and the 50cm absolute altitude line of the cast-in-place plate upper surface of construct top drawn measure on four described sign reinforcing bar 2-1, and identify with the brushing red paint, spacing in the described absolute altitude control member of corresponding formation, four described sign reinforcing bar 2-1 between adjacent two described sign reinforcing bar 2-1 is not more than 6m; In the concreting process of the cast-in-place plate of constructing, control absolute altitude according to described absolute altitude control member, draw in length and breadth the horizontal control line of intersection (i.e. two described absolute altitude control line one 2-2 at four described sign reinforcing bar 2-1, line should be strained exceptionally straight, measure the plate face absolute altitude that 50cm is the cast-in-place plate of constructing down, strike off with darby afterwards.In addition, also can in four described sign reinforcing bar 2-1, draw absolute altitude control line two 2-4 between adjacent two described sign reinforcing bars 1.
Step 3, masonry construction: after treating that structure of reinforced concrete is finished described in the step 2, the infilled wall 3-1 on each floor is built by laying bricks or stones.
In the present embodiment, in conjunction with Fig. 3-1 and Fig. 3-2, in the step 3 described infilled wall 3-1 is carried out in the building process, when the construction infilled wall 3-1 of institute when the concrete structure finished of construction is connected in advance, also need the junction between the construction infilled wall 3-1 of institute and the described concrete structure is handled, its processing procedure is as follows:
Step ⅰ, connect the filling of seam mortar: the construction infilled wall 3-1 of institute is carried out in the building process, with between the construction infilled wall 3-1 of institute and the described concrete structure to be connected seam closely knit with the mortar filling, and form filled with mortar and stitch 3-3; Between the construction infilled wall 3-1 of institute and the described concrete structure to be connected the seam seam wide less than 10mm.
Step ⅱ, polymer mortar oblique angle cushion construction: treat the construction infilled wall 3-1 of institute build by laying bricks or stones finish after, smear polymer mortar and corresponding formation polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 respectively in the inside and outside both sides of filled with mortar seam 3-3.
The cross section of described polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 is right-angled triangle and the two is the symmetry laying; The right-angle side of described polymer mortar oblique angle bed course one 3-41 and described concrete structure is close to and the inside wall of its another right-angle side and filled with mortar seam 3-3 is close to, the right-angle side of described polymer mortar oblique angle bed course two 3-42 is close to the lateral wall that described concrete structure is close to and its another right-angle side and filled with mortar are stitched 3-3; The right angle length of side that the right angle length of side that described polymer mortar oblique angle bed course one 3-41 and filled with mortar seam 3-3 are close to and polymer mortar oblique angle bed course two 3-42 and filled with mortar seam 3-3 are close to is all wide greater than the seam of filled with mortar seam 3-3.Described polymer mortar oblique angle bed course one 3-41 is laid in the inside wall outside of filled with mortar seam 3-3, and polymer mortar oblique angle bed course two 3-42 are laid in the lateral wall outside of filled with mortar seam 3-3.
Step ⅲ, large tracts of land plastering construction: on the interior lateral wall of the construction infilled wall 3-1 of institute, carry out plastering construction respectively, and corresponding formation floated coat one 3-81 and floated coat two 3-82.
Step ⅳ, putty layer construction: outside floated coat one 3-81 and floated coat two 3-82, be coated with respectively and scrape one deck putty, and corresponding formation putty layer one 3-91 and putty layer two 3-92.
The external surface of described putty layer one 3-91 is mutually concordant with the inside wall of described concrete structure, and the external surface of described putty layer two 3-92 is mutually concordant with the lateral wall of described concrete structure;
Step ⅴ, joint treatment: paste nonwoven one 3-61 in the connection seam outside of putty layer one 3-91 between described concrete structure inside wall, and be coated with in the nonwoven one 3-61 outside and scrape one deck putty; Simultaneously, paste nonwoven two 3-62 in the connection seam outside of putty layer two 3-92 between described concrete structure lateral wall, and be coated with in the nonwoven two 3-62 outside and scrape one deck putty.
In the present embodiment, the right-angle side length of side that described polymer mortar oblique angle bed course one 3-41 and described concrete structure are close to is greater than the bed thickness of floated coat one 3-81, polymer mortar oblique angle bed course two 3-42 and the bed thickness of the right-angle side length of side of being close to described concrete structure greater than floated coat two 3-82; Flexible putty is all clogged in being connected in the seam between described concrete structure and putty layer one 3-91 and putty layer two 3-92.Wherein, the bouncing putty of clogging between described concrete structure and putty layer one 3-91 forms bouncing putty filling layer one 3-51, and the bouncing putty of clogging between described concrete structure and putty layer two 3-92 forms bouncing putty filling layer two 3-52.The described nonwoven one 3-61 outside is coated with the putty of scraping and forms bouncing putty coating one 3-71, and the described nonwoven two 3-62 outside is coated with the putty of scraping and forms bouncing putty coating two 3-72.
In the present embodiment, the putty of scraping that is coated with is bouncing putty among the step ⅳ neutralization procedure ⅴ.
In the present embodiment, the cross section of described polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 is isosceles right triangle and its right angle length of side is 10mm～15mm.
In the practice of construction process, before among the step ⅰ construction infilled wall 3-1 of institute being built by laying bricks or stones, the contact surface with described concrete structure and the construction infilled wall 3-1 of institute gets rid of slurry formation hair side with interfacial agents earlier.
During practice of construction, described concrete structure is described frame column, described load bearing wall or described shear wall.In the present embodiment, the construction infilled wall 3-1 of institute is the masonry walls that is laid between adjacent two described frame columns, and described concrete structure is concrete wall 3-2.Described polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 are laid in batch position that connects between infilled wall 3-1 and the concrete wall 3-2.
In the practice of construction process, before infilled wall 3-1 built by laying bricks or stones, get rid of slurry with interfacial agents earlier on the contact surface of concrete wall 3-2 and form hair side, the seam crossing in the building process between infilled wall 3-1 and the concrete wall 3-2 is closely knit with the mortar filling, and forms filled with mortar seam 3-3; Before large tracts of land is plastered, polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 that it is 10mm～15mm that polymer mortar and corresponding formation right-angle side are smeared in the junction between infilled wall 3-1 and concrete wall 3-2; After large tracts of land is plastered, at the seam crossing of concrete wall 3-2 and infilled wall 3-1, draw the dark slit of 3mm～5mm with trowel, and clog with bouncing putty, corresponding formation bouncing putty filling layer one 3-51 and bouncing putty filling layer two 3-52; Afterwards, the seam crossing between concrete wall 3-2 and putty layer one 3-91 and putty layer two 3-92 is with the wide nonwoven of Virgin's milk sticker 200mm; At last, scrape one deck bouncing putty at nonwoven, and corresponding formation bouncing putty coating one 3-71 and bouncing putty coating two 3-72.
During practice of construction, by white glue with vinyl nonwoven one 3-61 and nonwoven two 3-62 are mounted.
The width of described nonwoven one 3-61 and nonwoven two 3-62 is all greater than 15cm.In the present embodiment, the width of described nonwoven one 3-61 and nonwoven two 3-62 is 20cm.During concrete construction, can be according to concrete needs, the width of nonwoven one 3-61 and nonwoven two 3-62 is adjusted accordingly.
In the present embodiment, described nonwoven one 3-61 and nonwoven two 3-62 are symmetry and lay.
In the present embodiment, the bed thickness of described bouncing putty filling layer one 3-51 and bouncing putty filling layer two 3-52 is 3mm～5mm.
In the present embodiment, in the step 2 frame construction of institute's construction building is carried out in the work progress, also need neighbouring two stair of marking time of constructing between the floor of finishing of having constructed in described frame construction; Actual when the described stair of marking time are constructed, adopt the stair step typified form be processed in advance that the construct stair of marking time are finalized the design.
In conjunction with Fig. 4-1, Fig. 4-2 and Fig. 4-3, described stair step typified form comprises and is the support frame 4-1 that is tilted to laying, from the bottom to top support frame 4-1 top is supported and the adjustable adjustable support member that goes up of bearing height, from the bottom to top support frame 4-1 bottom is supported and the adjustable down adjustable support member of bearing height and be laid in multiple tracks kickplate 4-2 bottom the support frame 4-1 from top to bottom, the angle of inclination of described support frame 4-1 with the mark time angle of inclination of stair of constructing identical, the described kickplate 4-2 of multiple tracks all is vertically to laying, and the structure of the described kickplate 4-2 of multiple tracks is all identical with size.The transverse width of the described kickplate 4-2 of multiple tracks with the mark time width of stair of constructing identical.The described kickplate 4-2 of multiple tracks is even laying, and the level interval between the described kickplate 4-2 of neighbouring twice is identical with described width of marking time, and the vertical spacing between the described kickplate 4-2 of neighbouring twice is identical with described height of marking time; Described support frame 4-1 is steel framework, and the described kickplate 4-2 of multiple tracks is flat plate, and the described kickplate 4-2 in each road is all by a fastening support frame 4-1 bottom that is fixed on of angle steel 4-3.
In the present embodiment, be connected with pedal 9 one between the described kickplate 4-2 of neighbouring twice, described pedal 9 is level to laying, the quantity of the described pedal 9 of multiple tracks with the set progression of marking time of marking time on the stair of constructing identical.The described pedal 9 of multiple tracks is flat plate, and the described kickplate 4-2 of multiple tracks and the described pedal 9 of multiple tracks connect to form the typing steel plate of marking time.
In the present embodiment, described support frame 4-1 comprises that twice are the longitudinal holding pole 4-11 of parallel laying, are laid in the last lateral strut 4-12 between the described longitudinal holding pole 4-11 of the twice upper end and be laid in following lateral strut 4-13 between the described longitudinal holding pole 4-11 of the twice bottom together together, the described adjustable support member that goes up is installed on the lateral strut 4-12, and described adjustable support member down is installed in down on the lateral strut 4-13.
In the present embodiment, described upward adjustable support member and described adjustable support member down include two holding nut 4-4.
During actual the use, described upward adjustable support member and described adjustable support member down also can adopt the support member of other type.
In the present embodiment, the described longitudinal holding pole 4-11 of twice is i iron.The described lateral strut 4-12 that goes up is channel-section steel with following lateral strut 4-13.
Actually add man-hour, describedly go up adjustable support member and described adjustable support member down is weldingly fixed on respectively on lateral strut 4-12 and the following lateral strut 4-13.
In the present embodiment, the thickness of slab of described flat plate is 6mm～8mm.Actually add man-hour, also can be according to concrete needs, the thickness of slab of described flat plate is adjusted accordingly.
The described longitudinal holding pole 4-11 of twice is respectively the left side longitudinal holding pole and is laid in the right side longitudinal holding pole on longitudinal holding pole right side, described left side, spacing between the described kickplate 4-2 of described left side longitudinal holding pole and the multiple tracks left part is 200mm～300mm, and the spacing between described right side longitudinal holding pole and the described kickplate 4-2 of the multiple tracks right part is 200mm～300mm.
In the present embodiment, the top and the bottom of the described longitudinal holding pole 4-11 of twice are provided with suspension ring 4-5.Actually add man-hour, described suspension ring 4-5 is that the bar bending of Φ 12mm forms by diameter.
In the present embodiment, described angle steel 4-3 is ∠ 50 * 5 angle steel.
Actually add man-hour, the top, both sides of described angle steel 4-3 all is weldingly fixed on the described longitudinal holding pole 4-11 of twice bottom.And, be fastenedly connected by fastening bolt between described kickplate 4-2 and the angle steel 4-3.
In the present embodiment, described cast-in-place plate is carried out before the pouring construction, also need earlier at current cast-in-place plate indwelling ater-casting or the constuction joint of constructing.The current cast-in-place intralamellar part of constructing is provided with bottom layer of the reinforcing steel net 5-3 and is laid in top mat 5-4 directly over the bottom layer of the reinforcing steel net 5-3.
Wherein, shown in Fig. 5-1 and Fig. 5-2, when the current cast-in-place plate of constructing is kept somewhere the ater-casting, earlier at two side template one 5-12 of soffit formwork 5-1 laying that are used for building the current cast-in-place plate of constructing of moulding, two described side template one 5-12 are that bilateral symmetry is laid and the two is parallel laying, and the spacing between two described side template one 5-12 is identical with the width that needs the indwelling ater-casting; The installation position of two described side template one 5-12 and the position consistency that needs to keep somewhere the ater-casting.Two described side template one 5-12 all are vertical laying with soffit formwork 5-1.
Shown in Fig. 5-3, when the current cast-in-place plate of constructing is kept somewhere constuction joint, earlier at side template two 5-22 of soffit formwork 5-1 laying that are used for building the current cast-in-place plate of constructing of moulding, the installation position of described side template two 5-22 and the position consistency that needs to keep somewhere constuction joint; Described side template two 5-22 are vertical laying with soffit formwork 5-1.
The bottom of described side template one 5-12 and side template two 5-22 is provided with the lower plywood 5-5 that bottom layer of the reinforcing steel net 5-3 is protected; described lower plywood 5-5 is tiled on the soffit formwork 5-1; described side template one 5-12 and side template two 5-22 all are fixedly mounted on the lower plywood 5-5, and described bottom layer of the reinforcing steel net 5-3 is supported on the described lower plywood 5-5.The top of described side template one 5-12 and side template two 5-22 is equipped with the top plate 5-6 that top mat 5-4 is protected; described top mat 5-4 is supported on side template one 5-12 or side template two 5-22, and described top plate 5-6 is laid in top mat 5-4 top.The top of described side template one 5-12 and side template two 5-22 all offers a plurality of reinforcement installation groove one 5-9 that each root transverse reinforcement one 5-41 installs among layer steel mesh reinforcement 5-4 that keep supplying respectively, and the bottom of described side template one 5-12 and side template two 5-22 all offers a plurality of reinforcement installation groove two 5-10 that install for each root transverse reinforcement two 5-31 among the bottom layer of the reinforcing steel net 5-3 respectively.
In the present embodiment, described side template one 5-12 and side template two 5-22 be installed in lower plywood 5-5 directly over, and the thickness of slab of described side template one 5-12 and side template two 5-22 all the width with described lower plywood 5-5 is identical.Described top plate 5-6 be installed in side template one 5-12 or side template two 5-22 directly over, and the width of described top plate 5-6 is identical with the thickness of slab of side template one 5-12 and side template two 5-22.
During practice of construction, the width of described lower plywood 5-5 and top plate 5-6 is 20mm ± 5mm and its thickness is 15mm ± 3mm.In the present embodiment, the width of described lower plywood 5-5 and top plate 5-6 is 20mm and its thickness is 15mm.Specifically add man-hour, can be according to actual needs, width and the thickness of described lower plywood 5-5 and top plate 5-6 is adjusted accordingly.
In the present embodiment, the cast-in-place plate of constructing is level to laying, and described soffit formwork 5-1, lower plywood 5-5 and top plate 5-6 all be level to laying, and described side template one 5-12 and side template two 5-22 are vertically to laying.
In the present embodiment, described lower plywood 5-5 and top plate 5-6 are wood lath, and described soffit formwork 5-1, side template one 5-12 and side template two 5-22 are plank.During practice of construction, described lower plywood 5-5 binds on soffit formwork 5-1 by clench nail, and described top plate 5-6 binds on side template one 5-12 or side template two 5-22 by described clench nail.
During practice of construction, described side template one 5-12 arranged outside has template positioning limiting fixator one; Described side template two 5-22 arranged outside have template positioning limiting fixator two.
In the present embodiment, described template positioning limiting fixator one is for being fixed on lumps of wood bar one 5-81 on the soffit formwork 5-1 by clench nail, described lumps of wood bar one 5-81 is parallel laying with its spacing side template one 5-12, and the inside wall of lumps of wood bar one 5-81 and the inside wall of its spacing side template one near, the height of described lumps of wood bar one 5-81 is greater than the thickness of described lower plywood 5-5.
In the present embodiment, described lumps of wood bar one 5-81 is level to laying.
During practice of construction, described template positioning limiting fixator two comprise by described clench nail be fixed on lumps of wood bar two 5-82 on the soffit formwork 5-1 and multiple tracks from front to back the other side's batten two 5-82 fix and be lumps of wood bar three 5-83 that are tilted to laying, the upper level of described lumps of wood bar two 5-82 is higher than the upper level of lower plywood 5-5, described lumps of wood bar two 5-82 are parallel laying with its spacing side template two 5-22, and the inside wall of the inside wall of lumps of wood bar two 5-82 and its spacing side template two 5-22 near, the bottom of described lumps of wood bar three 5-83 is propped up and is withstood on the soffit formwork 5-1, the top of described lumps of wood bar three 5-83 be fixed on the top plate 5-6 that installs on spacing side template two 5-22.
In the present embodiment, the bottom of described lumps of wood bar two 5-82 with its bottom of spacing side template two 5-22 mutually concordant, and pad is equipped with sheeting caps 5-84 between lumps of wood bar two 5-82 and the soffit formwork 5-1.Described lumps of wood bar two 5-82 and sheeting caps 5-84 all are level to laying.
During practice of construction, a plurality of described lumps of wood bar three 5-83 are even laying from front to back, and the spacing between adjacent two described lumps of wood bar three 5-83 in front and back is 600mm ± 50mm.
In the present embodiment, the spacing between adjacent two described lumps of wood bar three 5-83 in front and back is preferably 600mm.During practice of construction, also can the spacing between adjacent two described lumps of wood bar three 5-83 in front and back be adjusted accordingly according to concrete needs.The top of described lumps of wood bar three 5-83 is provided with to be kept supplying laminate 5-6 top and props up the stopper slot on top.
Simultaneously, the present invention also comprises a plurality of transversely strengthening spare 5-7 that from front to back two described side template one 5-12 reinforced, a plurality of described transversely strengthening spare 5-7 all are fixed on the described top plate 5-6 of twice, and the described top plate 5-6 of twice is installed in respectively on two described side template one 5-12.
In the present embodiment, a plurality of described transversely strengthening spare 5-7 all are vertical laying with described top plate 5-6, and a plurality of described transversely strengthening spare 5-7 is the lumps of wood.
During practice of construction, a plurality of described transversely strengthening spare 5-7 all are parallel laying.And a plurality of described transversely strengthening spare 5-7 are even laying, and the spacing between adjacent two the described transversely strengthening spare 5-7 in front and back is 600mm ± 50mm.
In the present embodiment, the spacing between adjacent two the described transversely strengthening spare 5-7 in front and back is preferably 600mm.
In the present embodiment, a plurality of described transversely strengthening spare 5-7 are the lumps of wood.A plurality of described transversely strengthening spares 7 all are level to laying.
In the present embodiment, described soffit formwork 5-1 supports by multiple tracks horizontal support member 5-11 the bottom.And described horizontal support member 5-11 is the lumps of wood.
Shown in Fig. 6-1, in the present embodiment, when in the step 2 supporting frame of current institute construction floor being carried out pouring construction, the bean column node core space 6-4 that intersects between frame column described in the described supporting frame and the described Vierendeel girder is carried out before the pouring construction, earlier lay an expanded metal lath 6-1 respectively in the left and right sides of bean column node core space 6-4, the current bean column node core space 6-4 that constructs is the intersecting area of column 6-2 and crossbeam 6-3.Two described expanded metal lath 6-1 all are laid in the crossbeam 6-3, two described expanded metal lath 6-1 all are vertical laying with crossbeam 6-3, two described expanded metal lath 6-1 be respectively be laid in the bean column node core space 6-4 that constructs left side the left plate net and be laid in the right expanded metal lath on bean column node core space 6-4 right side, the spacing between described left plate net and the column 6-2 left side wall
And the spacing between described right expanded metal lath and the column 6-2 right side wall
Wherein h is the vertical height of bean column node core space 6-4.Be provided with the lateral stressed reinforcing bar 6-31 that multiple tracks is parallel laying in the described crossbeam 6-3, crossbeam stirrup one 6-32 that the described lateral stressed reinforcing bar 6-31 of multiple tracks lays from left to right by multiple tracks is fastenedly connected and is one, and described crossbeam stirrup one 6-32 of multiple tracks all is laid in the crossbeam 6-3.Described crossbeam 6-3 left side is provided with left crossbeam stirrup two 6-33, and described left plate net is fastening to be fixed on left crossbeam stirrup two 6-33, and described left crossbeam stirrup two 6-33 and the described lateral stressed reinforcing bar 6-31 of multiple tracks are fastenedly connected and are one.Described crossbeam 6-3 right side is provided with right crossbeam stirrup two 6-34, and described right expanded metal lath is fastening to be fixed on right crossbeam stirrup two 6-34, and described right crossbeam stirrup two 6-34 and the described lateral stressed reinforcing bar 6-31 of multiple tracks are fastenedly connected and are one.The structure of described left plate net and described right steel plate and size all with cross-sectional structure and the consistent size of described crossbeam 6-3.
In the present embodiment, described left plate net and described right expanded metal lath are bilateral symmetry to be laid, and d1=d2.And,
Wherein, h is the vertical height of crossbeam 6-3.Spacing between described left plate net and the described right expanded metal lath is h+D, wherein D be column 6-2 about to width.
During practice of construction, can the value size of d1 and d2 be adjusted respectively according to concrete needs.
Described crossbeam 6-3 is level to laying, and column 6-2 is vertically to laying.In the present embodiment, be provided with multiple tracks in the described column 6-2 and be the column steel bar stress 6-21 of parallel laying and column stirrup 6-22 that multiple tracks is laid from top to bottom, the described column steel bar stress of multiple tracks 6-21 is fastenedly connected by the described column stirrup of multiple tracks 6-22 and is one.The described lateral stressed reinforcing bar 6-31 of multiple tracks all is parallel laying with crossbeam 6-3, and the described column steel bar stress of multiple tracks 6-21 all is parallel laying with column 6-2.
In the present embodiment, the thickness of described left plate net and described right expanded metal lath is 0.5mm～1mm.Described left plate net and described right expanded metal lath are expanded steel diamond mesh, and the mesh size of described expanded steel diamond mesh is (5mm～8mm) * (10mm～20mm).
During practice of construction, can the thickness of described left plate net and described right expanded metal lath and the mesh size size of described left plate net and described right expanded metal lath be adjusted accordingly according to concrete needs.
In the present embodiment, described left plate Netcom crosses additional fastening reinforcing bar one 6-51 that multiple tracks lays from top to bottom and is fixed on left crossbeam stirrup two 6-33, described additional fastening reinforcing bar one 6-51 of multiple tracks all is level to laying, and described additional fastening reinforcing bar one 6-51 of multiple tracks all is vertical laying with described crossbeam 6-3; Additional fastening reinforcing bar two 6-52 that described right expanded metal lath is from top to bottom laid by multiple tracks are fixed on right crossbeam stirrup two 6-34, described additional fastening reinforcing bar two 6-52 of multiple tracks all are level to laying, and described additional fastening reinforcing bar two 6-52 of multiple tracks all are vertical laying with described crossbeam 6-3.
During practice of construction, described left crossbeam stirrup two 6-33 are laid in described left plate net left side, and described right crossbeam stirrup two 6-34 are laid in described right expanded metal lath right side.
In the present embodiment, described additional fastening reinforcing bar one 6-51 of multiple tracks all is weldingly fixed on left crossbeam stirrup two 6-33, and described additional fastening reinforcing bar two 6-52 of multiple tracks all are weldingly fixed on right crossbeam stirrup two 6-34.All carry out colligation and fix by pricking silk between described additional fastening reinforcing bar one 6-51 of described left plate net and multiple tracks and between described right expanded metal lath and described additional fastening reinforcing bar two 6-52 of multiple tracks.
Described additional fastening reinforcing bar one 6-51 of multiple tracks and described additional fastening reinforcing bar two 6-52 of multiple tracks all are even laying.Between described additional fastening reinforcing bar one 6-51 of neighbouring twice and the spacing between described additional fastening reinforcing bar two 6-52 of neighbouring twice be 100mm ± 10mm, and the diameter of described additional fastening reinforcing bar one 6-51 and additional fastening reinforcing bar two 6-52 is Φ 10mm ± 2mm.In the present embodiment, between described additional fastening reinforcing bar one 6-51 of neighbouring twice and the spacing between described additional fastening reinforcing bar two 6-52 of neighbouring twice be 100mm, and the diameter of described additional fastening reinforcing bar one 6-51 and additional fastening reinforcing bar two 6-52 is Φ 10mm.Actually add man-hour, can be according to concrete needs, the spacing between described additional fastening reinforcing bar one 6-51 and the diameter of additional fastening reinforcing bar two 6-52, described additional fastening reinforcing bar one 6-51 of neighbouring twice and the spacing between described additional fastening reinforcing bar two 6-52 of neighbouring twice are adjusted accordingly.
In the present embodiment, after the structure of reinforced concrete of institute's construction building is finished in the step 2, the bolt hole of reserving on the concrete structure in the reinforced concrete structure that also needs construction is finished carries out shutoff, and described concrete structure is described frame column, described load bearing wall or described shear wall.
In conjunction with Fig. 7-1, when reality is carried out shutoff to the bolt hole of reserving on the described concrete structure, earlier by an interim closeouts interim shutoff is carried out in the inner of need shutoff bolt hole, need clog dry cement mortar and corresponding formation dry cement mortar packed configuration 7-3 in the shutoff bolt hole to described from outside to inside again, afterwards at the even brushing one deck cement-base waterproof coating in the dry cement mortar packed configuration 7-3 outside and corresponding formation waterproof coating five 7-4, at the even brushing one deck waterproofing mortar in the waterproof coating five 7-4 outside and corresponding formation waterproof coating six 7-5, described need the shutoff bolt hole be the through hole that is laid on the described concrete structure then; Described interim closeouts is laid in described concrete structure inboard; The inner surface of described dry cement mortar packed configuration 7-3 is mutually concordant with the inner surface of described concrete structure, and the external surface of waterproof coating six 7-5 is mutually concordant with the external surface of described concrete structure; The external surface of described dry cement mortar packed configuration 7-3 and the spacing between the described concrete structure external surface are d, wherein d=20mm ± 5mm; The cross section of described dry cement mortar packed configuration 7-3, waterproof coating five 7-4 and waterproof coating six 7-5 is circle, and three's cross sectional dimensions is all identical with the described cross sectional dimensions of shutoff bolt hole that needs.
In the present embodiment, the external surface of described dry cement mortar packed configuration 7-3 and the spacing d=20mm between the described concrete structure external surface.
During practice of construction, can be according to concrete needs, the value size of d is adjusted accordingly.
In the present embodiment, the bed thickness of described waterproof coating five 7-4 is less than the bed thickness of waterproof coating six 7-5.
And the bed thickness of described waterproof coating five 7-4 is 4mm～8mm.During practice of construction, can be according to concrete needs, the bed thickness of waterproof coating five 7-4 is adjusted accordingly.
During practice of construction, described interim closeouts is stopper.In the present embodiment, described stopper is conical stopper.
In the present embodiment, described concrete structure is to be vertically to the body of wall 7-1 that lays.During practice of construction, described concrete structure also can be the reinforced concrete structure of other type.
When reality is carried out shutoff to need shutoff bolt hole, with the cylindricality brush foreign material in the need shutoff bolt hole are cleared up earlier, and moistening at preceding 3 hours water sprays of construction; Afterwards, tightly need the shutoff bolt hole inboard the blocking up with described conical stopper of body of wall 7-1, and clog the dry cement mortar until distance body of wall 7-1 external surface 20mm place to need shutoff bolt hole from outside to inside, corresponding acquisition dry cement mortar packed configuration 7-3; After waiting that the dry cement mortar of clogging is solidified, even brushing one deck cement-base waterproof coating on the external surface of dry cement mortar packed configuration 7-3, and corresponding formation waterproof coating five 7-4; At last, adopt waterproofing mortar that need shutoff bolt hole is carried out shutoff, and with after body of wall 7-1 external surface is concordant, the watering maintenance is no less than 3 days, obtains waterproof coating six 7-5.
Shown in Fig. 8-1, in the present embodiment, reinforced concrete structure to institute's construction building in the step 2 carries out in the work progress, and the lintel that is positioned at the hole 8-2 top of placing switchbox is carried out offering a plurality of fulgurite installing ports at the bed die of building lintel that moulding is constructed earlier before the pouring construction.
Described lintel is reinforced concrete lintel 8-1, and the two ends, the left and right sides of described reinforced concrete lintel 8-1 are supported in respectively on left side knee wall 8-3 and the right side knee wall 8-4, and described hole 8-2 is between left side knee wall 8-3 and right side knee wall 8-4; The casing top of described switchbox is provided with the through wires hole that a plurality of current supply cables penetrate; Described left side knee wall 8-3 and right side knee wall 8-4 are shear wall; The quantity of a plurality of described fulgurite installing ports is identical with the quantity of a plurality of described through wires holes, and the installation position of a plurality of described fulgurite installing ports is corresponding one by one with the installation position of a plurality of described through wires holes, a plurality of described fulgurite installing ports be laid in respectively a plurality of described through wires holes directly over; The pre-buried penetration pipe 8-5 that a current supply cable passes all is installed on a plurality of described fulgurite installing ports, and the length that described pre-buried penetration pipe 8-5 stretches out the bottom described bed die is not less than 30mm, and the described forming panel outside is stretched out on pre-buried penetration pipe 8-5 top; A plurality of described fulgurite installing ports are cylindrical installing port and its size is all identical, and the bore of described fulgurite installing port is not less than the external diameter of pre-buried penetration pipe 8-5.
In the present embodiment, the big 2mm of external diameter of the pre-buried penetration pipe 8-5 of the relative aperture of described fulgurite installing port.
During practice of construction, can be according to concrete needs, the caliber size of described fulgurite installing port is adjusted accordingly.
In the present embodiment, the length that described pre-buried penetration pipe 8-5 stretches out the bottom described bed die is 30mm.During practice of construction, can be according to concrete needs, the length of described pre-buried penetration pipe 8-5 bottom being stretched out described bed die adjusts accordingly.
During practice of construction, earlier according to fulgurite poling position, specification and quantity, open a plurality of described fulgurite installing ports at the bed die of described cast-in-place beam, and corresponding a pre-buried penetration pipe 8-5 is installed all on each fulgurite installing port, the installation position of a plurality of described fulgurite installing ports is corresponding one by one with the installation position of the set a plurality of through wires holes in casing top of described switchbox, and each pre-buried penetration pipe 8-5 fixes after stretching into described cast-in-place beam below 30mm, and the teeming concrete.
The above; it only is preferred embodiment of the present invention; be not that the present invention is imposed any restrictions, every any simple modification, change and equivalent structure of above embodiment being done according to the technology of the present invention essence changes, and all still belongs in the protection domain of technical solution of the present invention.
Claims (10)
1. a building foundation and main structure construction technology, institute's construction building is frame construction or frame-shear wall structure, institute's construction building is divided into a plurality of floors from top to bottom, separate by one deck floor between neighbouring two described floors, the described floor of multilayer all supports by load-carrying members, and the floor of a plurality of described floors and load-carrying members are all built and are one; Load-carrying members described in the described frame construction are supporting frame, load-carrying members are supporting frame and shear wall described in the described frame-shear wall structure, described supporting frame is formed by the multiple tracks Vierendeel girder with to the frame column that the described Vierendeel girder of multiple tracks supports, described Vierendeel girder, described frame column and described shear wall are reinforced concrete structure, it is characterized in that this technology may further comprise the steps:
Step 1, pile foundation construction, its work progress is as follows:
Step 101, bored pile construction: a plurality of bored piles (1-1) of in the foundation ditch that excavation forms in advance, constructing, the structure of a plurality of described bored piles (1-1) is all identical with size; Treat a plurality of described bored piles (1-1) all construct finish after, at the bottom of described foundation ditch tiling one deck concrete cushion (1-2); In this step, the stake top mark of the bored pile (1-1) finished of construction is high than the high h1 of its top design elevation, h1＞50mm wherein, and the part that described bored pile (1-1) exceeds described concrete cushion (1-2) is pile crown;
Step 102, pile crown waterproofing work: the pile crown of a plurality of described bored pile of finishing constructing in the step 101 (1-1) carries out waterproofing work respectively, and a plurality of described bored piles (1-1) Waterproof Dispose for Piling method is all identical; When carrying out waterproofing work for the pile crown of any bored pile (1-1), process is as follows:
Step I, stake top concrete chisel removal: with the concrete chisel removal at current institute processing pile crown top and expose main muscle (1-11), and the top absolute altitude that cuts current institute processing pile crown behind the concrete is than the high 45mm～55mm of its top design elevation;
Step II, waterproofing materials brushing: at the top of current institute processing pile crown and even brushing one deck cement group water-proofing material on the concrete cushion (1-2) of side on the sidewall and around the current institute processing pile crown all around, wherein the width that the concrete cushion (1-2) of side is gone up the brushing cement group water-proofing material around the current institute processing pile crown is not less than 200mm;
The construction of step III, coil waterproof layer: sidewall construction one coil waterproof layer (1-5) around current institute processing pile crown, described coil waterproof layer (1-5) top is mutually concordant with current institute processing pile crown top;
Step IV, water-swellable sealing collar are installed: each road master's muscle (1-11) root that exposes at current institute processing pile crown top is all installed a water-swellable sealing collar (1-8);
The step V, repeatedly the repeating step I is to the step IV, until finishing a plurality of described bored piles (1-1) Waterproof Dispose for Piling process;
Step 103, the construction of pea gravel concreten topping: at concrete cushion described in the step 101 (1-2) tiling one deck pea gravel concreten topping (1-7), the top absolute altitude of described pea gravel concreten topping (1-7) is lower than the stake top design elevation of current institute processing pile crown, and the middle and lower part of coil waterproof layer described in the step III (1-5) is embedded in the pea gravel concreten topping (1-7);
Step 104, sole plate construction: at described pea gravel concreten topping (1-7) and a plurality of described bored pile (1-1) top construction sole plate, described sole plate is armored concrete slab, described sole plate and a plurality of described bored pile (1-1) are built and are one, and each road master's muscle (1-11) that current institute exposes at processing pile crown top in the step I all with described sole plate in the base plate reinforcing cage be fastenedly connected and be one;
Step 2, structure of reinforced concrete: on the described sole plate that construction is finished in step 104, divide a plurality of floors that the reinforced concrete structure of institute's construction building is constructed from the bottom to top, and the job practices of each floor is all identical; Wherein, when the steel concrete of any floor in institute's construction building is constructed, earlier the load-carrying members of current institute construction floor are carried out pouring construction, the floor to current institute construction floor carries out pouring construction again;
Floor is cast-in-place plate described in sole plate described in the step 104 and the step 2, and the job practices of described sole plate and described floor is all identical; In the practice of construction process, described cast-in-place plate is carried out before the pouring construction, lay a cast-in-place plate absolute altitude control device earlier; Described cast-in-place plate absolute altitude control device comprises that four in the forming panel that is laid in the current cast-in-place plate of constructing identify reinforcing bar (2-1) and the two piece absolute altitude control lines one (2-2) of colligation on four sign reinforcing bars (2-1), four described sign reinforcing bars (2-1) form a quadrangle absolute altitude control zone, four described sign reinforcing bars (2-1) are laid in respectively on four summits of described quadrangle absolute altitude control zone, and two described absolute altitude control lines one (2-2) are laid in respectively on two diagonal of described quadrangle absolute altitude control zone; Four described sign reinforcing bars (2-1) all are vertically to laying; Four length of sides of described quadrangle absolute altitude control zone all are not more than 6m; Be provided with an absolute altitude control member on four described sign reinforcing bars (2-1), two described absolute altitude control lines one (2-2) and four described sign reinforcing bars (2-1) are gone up set absolute altitude control member and all are laid on the same horizontal plane, and the height that four described sign reinforcing bars (2-1) are gone up set absolute altitude control member is all greater than the concrete design elevation of the cast-in-place plate of construct; After treating that described cast-in-place plate absolute altitude control device laying is finished, described cast-in-place plate is carried out pouring construction, and described cast-in-place plate is carried out in the pouring construction process, according to two described absolute altitude control lines one (2-2) the plate face absolute altitude of current the cast-in-place plate of constructing is controlled;
Wherein, when sole plate was constructed described in the step 104, four described sign reinforcing bars (2-1) all were fixed on the described base plate reinforcing cage; When floor described in the step 2 is constructed, in the supporting frame that four described sign reinforcing bars (2-1) all are fixed on the floor bar cage set in the current institute construction floor or current institute construction floor is supported on the set reinforcing cage;
Step 3, masonry construction: after treating that structure of reinforced concrete is finished described in the step 2, (3-1) builds by laying bricks or stones to the infilled wall on each floor.
2. according to the described a kind of building foundation of claim 1 and main structure construction technology, it is characterized in that: in the step 3 described infilled wall (3-1) is carried out in the building process, when institute's construction infilled wall (3-1) and when the concrete structure finished of construction is connected in advance, also need the junction between institute's construction infilled wall (3-1) and the described concrete structure is handled, its processing procedure is as follows:
Step ⅰ, connect the filling of seam mortar: institute construction infilled wall (3-1) is carried out in the building process, with between institute's construction infilled wall (3-1) and the described concrete structure to be connected seam closely knit with the mortar filling, and form filled with mortar and stitch (3-3); Between institute's construction infilled wall (3-1) and the described concrete structure to be connected the seam seam wide less than 10mm;
Step ⅱ, polymer mortar oblique angle cushion construction: treat institute construction infilled wall (3-1) build by laying bricks or stones finish after, smear polymer mortar and corresponding formation polymer mortar oblique angle bed course one (3-41) and polymer mortar oblique angle bed course two (3-42) respectively in the inside and outside both sides of filled with mortar seam (3-3);
The cross section of described polymer mortar oblique angle bed course one (3-41) and polymer mortar oblique angle bed course two (3-42) is right-angled triangle and the two is the symmetry laying; A right-angle side of described polymer mortar oblique angle bed course one (3-41) and described concrete structure is close to and the inside wall of its another right-angle side and filled with mortar seam (3-3) is close to, a right-angle side of described polymer mortar oblique angle bed course two (3-42) is close to the lateral wall that described concrete structure is close to and its another right-angle side and filled with mortar are stitched (3-3); The right angle length of side that described polymer mortar oblique angle bed course one (3-41) and filled with mortar seam (3-3) are close to and polymer mortar oblique angle bed course two (3-42) are all wide greater than the seam of filled with mortar seam (3-3) with the right angle length of side that filled with mortar seam (3-3) is close to;
Step ⅲ, large tracts of land plastering construction: on the interior lateral wall of institute's construction infilled wall (3-1), carry out plastering construction respectively, and corresponding formation floated coat one (3-81) and floated coat two (3-82);
Step ⅳ, putty layer construction: outside floated coat one (3-81) and floated coat two (3-82), be coated with respectively and scrape one deck putty, and corresponding formation putty layer one (3-91) and putty layer two (3-92);
The external surface of described putty layer one (3-91) is mutually concordant with the inside wall of described concrete structure, and the external surface of described putty layer two (3-92) is mutually concordant with the lateral wall of described concrete structure;
Step ⅴ, joint treatment: paste nonwoven one (3-61) in the connection seam outside of putty layer one (3-91) between described concrete structure inside wall, and be coated with in nonwoven one (3-61) outside and scrape one deck putty; Simultaneously, paste nonwoven two (3-62) in the connection seam outside of putty layer two (3-92) between described concrete structure lateral wall, and be coated with in nonwoven two (3-62) outside and scrape one deck putty.
3. according to claim 1 or 2 described a kind of building foundation and main structure construction technologies, it is characterized in that: in the step 2 frame construction of institute's construction building is carried out in the work progress, also need neighbouring two stair of marking time of constructing between the floor of finishing of having constructed in described frame construction; Actual when the described stair of marking time are constructed, adopt the stair step typified form be processed in advance that the construct stair of marking time are finalized the design;
Described stair step typified form comprises and is the support frame (4-1) that is tilted to laying, from the bottom to top support frame (4-1) top is supported and the adjustable adjustable support member that goes up of bearing height, from the bottom to top support frame (4-1) bottom is supported and the adjustable down adjustable support member of bearing height and be laid in multiple tracks kickplate (4-2) bottom the support frame (4-1) from top to bottom, the angle of inclination of described support frame (4-1) with the mark time angle of inclination of stair of constructing identical, the described kickplate of multiple tracks (4-2) all is vertically to laying, and the structure of the described kickplate of multiple tracks (4-2) is all identical with size; The transverse width of the described kickplate of multiple tracks (4-2) with the mark time width of stair of constructing identical; The described kickplate of multiple tracks (4-2) is even laying, and the level interval between the described kickplate of neighbouring twice (4-2) is identical with described width of marking time, and the vertical spacing between the described kickplate of neighbouring twice (4-2) is identical with described height of marking time; Described support frame (4-1) is steel framework, and the described kickplate of multiple tracks (4-2) is flat plate, and the described kickplate in each road (4-2) is all by fastening support frame (4-1) bottom that is fixed on of an angle steel (4-3).
4. according to claim 1 or 2 described a kind of building foundation and main structure construction technologies, it is characterized in that: described cast-in-place plate is carried out before the pouring construction, also need earlier at current cast-in-place plate indwelling ater-casting or the constuction joint of constructing; The current cast-in-place intralamellar part of constructing is provided with bottom layer of the reinforcing steel net (5-3) and is laid in top mat (5-4) directly over the bottom layer of the reinforcing steel net (5-3);
Wherein, when the current cast-in-place plate of constructing is kept somewhere the ater-casting, earlier at soffit formwork (5-1) laying two side templates one (5-12) that are used for building the current cast-in-place plate of constructing of moulding, two described side templates one (5-12) are the bilateral symmetry laying and the two is parallel laying, and the spacing between two described side templates one (5-12) is identical with the width that needs the indwelling ater-casting; The installation position of two described side templates one (5-12) and the position consistency that needs to keep somewhere the ater-casting; Two described side templates one (5-12) all are vertical laying with soffit formwork (5-1);
When the current cast-in-place plate of constructing is kept somewhere constuction joint, earlier at soffit formwork (5-1) laying side template two (5-22) that is used for building the current cast-in-place plate of constructing of moulding, the installation position of described side template two (5-22) and the position consistency that needs to keep somewhere constuction joint; Described side template two (5-22) is vertical laying with soffit formwork (5-1);
The bottom of described side template one (5-12) and side template two (5-22) is provided with the lower plywood (5-5) that bottom layer of the reinforcing steel net (5-3) is protected, described lower plywood (5-5) is tiled on the soffit formwork (5-1), described side template one (5-12) and side template two (5-22) all are fixedly mounted on the lower plywood (5-5), and described bottom layer of the reinforcing steel net (5-3) is supported on the described lower plywood (5-5); The top of described side template one (5-12) and side template two (5-22) is equipped with the top plate (5-6) that top mat (5-4) is protected, described top mat (5-4) is supported on side template one (5-12) or the side template two (5-22), and described top plate (5-6) is laid in top mat (5-4) top; The top of described side template one (5-12) and side template two (5-22) all offers a plurality of reinforcement installation grooves one (5-9) that each root transverse reinforcement one (5-41) is installed in layer steel mesh reinforcement (5-4) of keeping supplying respectively, and the bottom of described side template one (5-12) and side template two (5-22) all offers a plurality of reinforcement installation grooves two (5-10) that each root transverse reinforcement two (5-31) is installed in the bottom layer of the reinforcing steel net (5-3) that supply respectively.
5. according to claim 1 or 2 described a kind of building foundation and main structure construction technologies, it is characterized in that: when in the step 2 supporting frame of current institute construction floor being carried out pouring construction, the bean column node core space (6-4) that intersects between frame column described in the described supporting frame and the described Vierendeel girder is carried out before the pouring construction, earlier lay an expanded metal lath (6-1) respectively in the left and right sides of bean column node core space (6-4), the current intersecting area of bean column node core space (6-4) for column (6-2) and crossbeam (6-3) of constructing; Two described expanded metal laths (6-1) all are laid in the crossbeam (6-3), two described expanded metal laths (6-1) all are vertical laying with crossbeam (6-3), two described expanded metal laths (6-1) be respectively be laid in the bean column node core space of constructing (6-4) left side the left plate net and be laid in the right expanded metal lath on bean column node core space (6-4) right side, the spacing between described left plate net and column (6-2) left side wall
And the spacing between described right expanded metal lath and column (6-2) right side wall
Wherein h is the vertical height of bean column node core space (6-4); Be provided with the lateral stressed reinforcing bar (6-31) that multiple tracks is parallel laying in the described crossbeam (6-3), the crossbeam stirrup one (6-32) that the described lateral stressed reinforcing bar of multiple tracks (6-31) is laid from left to right by multiple tracks is fastenedly connected and is one, and the described crossbeam stirrup one of multiple tracks (6-32) all is laid in the crossbeam (6-3); Described crossbeam (6-3) left side is provided with left crossbeam stirrup two (6-33), described left plate net is fastening to be fixed on the left crossbeam stirrup two (6-33), and described left crossbeam stirrup two (6-33) is fastenedly connected with the described lateral stressed reinforcing bar of multiple tracks (6-31) and is one; Described crossbeam (6-3) right side is provided with right crossbeam stirrup two (6-34), described right expanded metal lath is fastening to be fixed on the right crossbeam stirrup two (6-34), and described right crossbeam stirrup two (6-34) is fastenedly connected with the described lateral stressed reinforcing bar of multiple tracks (6-31) and is one; The structure of described left plate net and described right steel plate and size all with cross-sectional structure and the consistent size of described crossbeam (6-3).
6. according to claim 1 or 2 described a kind of building foundation and main structure construction technologies, it is characterized in that: after the structure of reinforced concrete of institute's construction building is finished in the step 2, the bolt hole of reserving on the concrete structure in the reinforced concrete structure that also needs construction is finished carries out shutoff, and described concrete structure is described frame column, described load bearing wall or described shear wall; When reality is carried out shutoff to the bolt hole of reserving on the described concrete structure, earlier by an interim closeouts interim shutoff is carried out in the inner of need shutoff bolt hole, need clog dry cement mortar and corresponding formation dry cement mortar packed configuration (7-3) in the shutoff bolt hole to described from outside to inside again, afterwards at the even brushing one deck cement-base waterproof coating in dry cement mortar packed configuration (7-3) outside and corresponding formation waterproof coating five (7-4), at the even brushing one deck waterproofing mortar in waterproof coating five (7-4) outside and corresponding formation waterproof coating six (7-5), described need the shutoff bolt hole be the through hole that is laid on the described concrete structure then; Described interim closeouts is laid in described concrete structure inboard; The inner surface of described dry cement mortar packed configuration (7-3) is mutually concordant with the inner surface of described concrete structure, and the external surface of waterproof coating six (7-5) is mutually concordant with the external surface of described concrete structure; Spacing between the external surface of described dry cement mortar packed configuration (7-3) and the described concrete structure external surface is d, wherein d=20mm ± 5mm; The cross section of described dry cement mortar packed configuration (7-3), waterproof coating five (7-4) and waterproof coating six (7-5) is circle, and three's cross sectional dimensions is all identical with the described cross sectional dimensions of shutoff bolt hole that needs.
7. according to claim 1 or 2 described a kind of building foundation and main structure construction technologies, it is characterized in that: the reinforced concrete structure to institute's construction building in the step 2 carries out in the work progress, the lintel that is positioned at the top, hole (8-2) of placing switchbox is carried out offering a plurality of fulgurite installing ports at the bed die of building lintel that moulding is constructed earlier before the pouring construction;
Described lintel is reinforced concrete lintel (8-1), the two ends, the left and right sides of described reinforced concrete lintel (8-1) are supported in respectively on left side knee wall (8-3) and the right side knee wall (8-4), and described hole (8-2) is positioned between left side knee wall (8-3) and the right side knee wall (8-4); The casing top of described switchbox is provided with the through wires hole that a plurality of current supply cables penetrate; Described left side knee wall (8-3) and right side knee wall (8-4) are shear wall; The quantity of a plurality of described fulgurite installing ports is identical with the quantity of a plurality of described through wires holes, and the installation position of a plurality of described fulgurite installing ports is corresponding one by one with the installation position of a plurality of described through wires holes, a plurality of described fulgurite installing ports be laid in respectively a plurality of described through wires holes directly over; The pre-buried penetration pipe (8-5) that a current supply cable passes all is installed on a plurality of described fulgurite installing ports, the length that described bed die is stretched out in described pre-buried penetration pipe (8-5) bottom is not less than 30mm, and the described forming panel outside is stretched out on pre-buried penetration pipe (8-5) top; A plurality of described fulgurite installing ports are cylindrical installing port and its size is all identical, and the bore of described fulgurite installing port is not less than the external diameter of pre-buried penetration pipe (8-5).
8. according to the described a kind of building foundation of claim 4 and main structure construction technology, it is characterized in that: described side template one (5-12) arranged outside has template positioning limiting fixator one; Described side template two (5-22) arranged outside has template positioning limiting fixator two;
Described template positioning limiting fixator one is for being fixed on the lumps of wood bar one (5-81) on the soffit formwork (5-1) by clench nail, described lumps of wood bar one (5-81) is parallel laying with its spacing side template one (5-12), and the inside wall of lumps of wood bar one (5-81) and the inside wall of its spacing side template one near, the height of described lumps of wood bar one (5-81) is greater than the thickness of described lower plywood (5-5);
Described template positioning limiting fixator two comprise by described clench nail be fixed on lumps of wood bar two (5-82) on the soffit formwork (5-1) and multiple tracks from front to back the other side's batten two (5-82) fix and be the lumps of wood bar three (5-83) that is tilted to laying, the upper level of described lumps of wood bar two (5-82) is higher than the upper level of lower plywood (5-5), described lumps of wood bar two (5-82) is parallel laying with its spacing side template two (5-22), and the inside wall of the inside wall of lumps of wood bar two (5-82) and its spacing side template two (5-22) near, the bottom of described lumps of wood bar three (5-83) is propped up and is withstood on the soffit formwork (5-1), the top of described lumps of wood bar three (5-83) be fixed on the top plate (5-6) installed on the spacing side template two (5-22).
9. according to the described a kind of building foundation of claim 5 and main structure construction technology, it is characterized in that: described left plate Netcom crosses the additional fastening reinforcing bar one (6-51) that multiple tracks lays from top to bottom and is fixed on the left crossbeam stirrup two (6-33), the described additional fastening reinforcing bar one of multiple tracks (6-51) all is level to laying, and the described additional fastening reinforcing bar one of multiple tracks (6-51) all is vertical laying with described crossbeam (6-3); The additional fastening reinforcing bar two (6-52) that described right expanded metal lath is from top to bottom laid by multiple tracks is fixed on the right crossbeam stirrup two (6-34), the described additional fastening reinforcing bar two of multiple tracks (6-52) all is level to laying, and the described additional fastening reinforcing bar two of multiple tracks (6-52) all is vertical laying with described crossbeam (6-3).
10. according to claim 1 or 2 described a kind of building foundation and main structure construction technologies, it is characterized in that: in the step I during with the concrete chisel removal at current institute processing pile crown top, at the above 45mm of stake top design elevation～55mm place ejection cutting control line of current institute processing pile crown, the distance of cutting a circle and the cutting bosom main muscle of distance (1-11) along cutting control line place with cutting machine is 8mm～12mm more earlier; Separate the main muscle (1-11) of cutting control line top afterwards with electric hammer, and abolish the inner concrete of cutting control line top with pneumatic pick, the cutter equating of stake top is whole; Cement group water-proofing material described in the step II is cement based penetration crystallization type water proofing paint;
The quantity of the interior set described cast-in-place plate absolute altitude control device of the forming panel of the current cast-in-place plate of constructing is one or more in the step 2; When described cast-in-place plate absolute altitude control device was laid, the first absolute altitude line of Dmm above the plate face design elevation of the current cast-in-place plate of constructing is drawn measured on four described sign reinforcing bars (2-1), and described absolute altitude control member is laid on the absolute altitude line that draws survey; Afterwards, go up two described absolute altitude control lines one of colligation (2-2) at four described sign reinforcing bars (2-1), two described absolute altitude control lines one (2-2) are in exceptionally straight state, and two described absolute altitude control lines one (2-2) all are laid on the same horizontal plane with the last set absolute altitude control member of four described sign reinforcing bars (2-1); Then, the current cast-in-place plate of constructing is carried out pouring construction, two described absolute altitude control lines are measured Xmm downwards once (2-2) horizontal plane of living in and are the plate face design elevation of current the cast-in-place plate of construction, wherein D=45mm～55mm.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103628506A (en) * | 2013-11-14 | 2014-03-12 | 中建六局土木工程有限公司 | Construction method for waterproof positions of foundation platform and pile head |
| CN105507348A (en) * | 2015-11-30 | 2016-04-20 | 中国建筑第八工程局有限公司 | Waterproof construction method and structure for joints between independent columns and frame beams of basements |
| CN114583586A (en) * | 2022-04-28 | 2022-06-03 | 四川聚诚达环保科技有限公司 | Multidimensional-installed municipal power distribution box and installation method |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201254836Y (en) * | 2008-09-02 | 2009-06-10 | 蒋文章 | Height controller for cast-in-situ floor |
| CN102061753B (en) * | 2009-11-15 | 2012-03-21 | 浙江省东阳第三建筑工程有限公司 | Method for controlling thickness of cast-in-place concrete floor slab by point-line-plane control method |
| CN102080390B (en) * | 2010-11-23 | 2012-10-24 | 二十二冶集团第一建设有限公司 | Composite winter construction pile head waterproof construction process |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103628506A (en) * | 2013-11-14 | 2014-03-12 | 中建六局土木工程有限公司 | Construction method for waterproof positions of foundation platform and pile head |
| CN103628506B (en) * | 2013-11-14 | 2015-07-01 | 中建六局土木工程有限公司 | Construction method for waterproof positions of foundation platform and pile head |
| CN105507348A (en) * | 2015-11-30 | 2016-04-20 | 中国建筑第八工程局有限公司 | Waterproof construction method and structure for joints between independent columns and frame beams of basements |
| CN114583586A (en) * | 2022-04-28 | 2022-06-03 | 四川聚诚达环保科技有限公司 | Multidimensional-installed municipal power distribution box and installation method |
| CN114583586B (en) * | 2022-04-28 | 2022-08-19 | 四川聚诚达环保科技有限公司 | Multidimensional-installed municipal power distribution box and installation method |
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Address after: 710003 Xi'an, Lianhu District, Shaanxi, North Street, No. 199 Co-patentee after: SCEGC NO.7 CONSTRUCTION ENGINEERING GROUP Co.,Ltd. Patentee after: Shaanxi Construction Engineering Group Co.,Ltd. Address before: 710003 No. 199, North Main Street, Shaanxi, Xi'an Co-patentee before: SCEGC NO.7 CONSTRUCTION ENGINEERING GROUP Co.,Ltd. Patentee before: SHAANXI CONSTRUCTION ENGINEERING Group Corp. |