CN103290924B - Construction technology for building foundation and main structure - Google Patents
Construction technology for building foundation and main structure Download PDFInfo
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- CN103290924B CN103290924B CN201310270017.4A CN201310270017A CN103290924B CN 103290924 B CN103290924 B CN 103290924B CN 201310270017 A CN201310270017 A CN 201310270017A CN 103290924 B CN103290924 B CN 103290924B
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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 technique.
Background technology
Frame construction refers to by beam and column just to connect or to be hinged and connected the structure connecing and formed bearing system, namely forms framework by beam and column and jointly resists the horizontal loading and vertical load that occur in use procedure.Frame-shear-wall structure also claims frame structure, it is the shear wall arranging some in frame construction, form flexible usage space freely, meet the requirement of different building function, there are equally again enough shear walls, there is sizable rigidity, the new stress form that the loading characteristic of frame structure is made up of the lateral resisting structure that framework is different with shear wall structure two kinds.
When reality is constructed to frame-shear-wall structure, first carry out foundation basic construction, then carry out frame structure construction, finally carry out masonry construction.Nowadays, though frame construction and frame-shear-wall structure are used widely all.But during practice of construction, multiple operations such as foundation pile pile head waterproofing, the control of Bars In Poured Concrete Slab concrete absolute altitude all neither one construction method that is unified, specification can be followed, thus inevitably there are the problems such as constructing operation is more random, lack of standardization, work efficiency is low, construction quality not easily ensures during practice of construction, not only affect 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 for above-mentioned deficiency of the prior art, a kind of building foundation and main structure construction technique are provided, its processing step is simple, reasonable in design and workable, realization is convenient, and construction effect is good, while the guarantee construction period, also effectively can ensure Construction 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 technique, institute's construction building is frame construction or frame-shear-wall structure, institute's construction building is divided into multiple floor from top to bottom, separated by one deck floor between neighbouring two described floors, described in multilayer, floor is all supported by load-carrying members, and the floor of multiple described floor and load-carrying members are all built and are integrated; Load-carrying members described in described frame construction are supporting frame, load-carrying members described in described frame-shear-wall structure are supporting frame and shear wall, described supporting frame forms by multiple tracks Vierendeel girder with to the frame column that Vierendeel girder described in multiple tracks supports, described Vierendeel girder, described frame column and described shear wall are reinforced concrete structure, it is characterized in that this technique comprises the following steps:
Step one, pile foundation construction, its work progress is as follows:
Step 101, bored pile construction: multiple bored pile of constructing in the foundation ditch excavating formation in advance, the structure of multiple described bored pile is all identical with size; After multiple described bored pile has all been constructed, tiled in the bottom of described foundation ditch one deck concrete cushion; In this step, the stake top mark of the bored pile of having constructed is high than its design of pile top absolute altitude height h1, wherein h1 > 50mm, and the part that described bored pile exceeds described concrete cushion is pile crown;
Step 102, pile head waterproofing: respectively waterproofing work is carried out to the pile crown of the multiple described bored pile of having constructed in step 101, the method for waterproofing of multiple described bored pile pile crown is all identical; When pile crown for any one bored pile carries out waterproofing work, process is as follows:
Step I, stake top concrete chisel removal: the concrete chisel removal at current handled pile crown top is exposed main muscle, and after cutting concrete the elevation of top of current handled pile crown than its design of pile top absolute altitude height 45mm ~ 55mm;
Step II, waterproofing materials brushing: even brushing one deck cement group water-proofing material on the top and surrounding sidewall of current handled pile crown and on the concrete cushion of current handled pile crown surrounding side, on the concrete cushion of wherein current handled pile crown surrounding side, the width of brushing cement group water-proofing material is not less than 200mm;
Step III, coil waterproof layer are constructed: one coil waterproof layer of constructing on the surrounding sidewall of current handled pile crown, and described coil waterproof layer top is mutually concordant with current handled pile crown top;
Step IV, water-swellable sealing collar are installed: the main muscle root in each road exposed at current handled pile crown top all installs a water-swellable sealing collar;
Step V, repeatedly repeat step I to step IV, until complete the waterproofing work process of multiple described bored pile pile crown;
Step 103, pea gravel concreten topping are constructed: in a step 101 described concrete cushion tiles one deck pea gravel concreten topping, the elevation of top of described pea gravel concreten topping is lower than the design of pile top absolute altitude of current handled pile crown, and the middle and lower part of coil waterproof layer described in step III is embedded in pea gravel concreten topping;
Step 104, sole plate are constructed: sole plate of constructing above described pea gravel concreten topping and multiple described bored pile, described sole plate is armored concrete slab, described sole plate and multiple described bored pile are built and are integrated, and the main muscle in each road that in step I, current handled pile crown top is exposed all is fastenedly connected with the baseplate reinforcing bar cage in described sole plate and is integrated;
Step 2, structure of reinforced concrete: on the described sole plate of having constructed at step 104, divide the reinforced concrete structure of multiple floor to institute's construction building to construct from the bottom to top, and the construction method of each floor is all identical; Wherein, to when the steel concrete of any one floor is constructed in institute's construction building, first pouring construction is carried out to the load-carrying members of current institute construction floor, then pouring construction is carried out to the floor of current institute construction floor;
Described in sole plate described in step 104 and step 2, floor is Bars In Poured Concrete Slab, and described sole plate is all identical with the construction method of described floor; In practice of construction process, before pouring construction is carried out to described Bars In Poured Concrete Slab, first lay a Bars In Poured Concrete Slab elevation control device; Described Bars In Poured Concrete Slab elevation control device comprise be laid in current constructed Bars In Poured Concrete Slab forming panel in four mark reinforcing bars and colligation in four mark reinforcing bars on two absolute altitude control lines one, four described mark reinforcing bars form a quadrangle absolute altitude control zone, four described mark reinforcing bars are laid on four summits of described quadrangle absolute altitude control zone respectively, and two described absolute altitude control lines one are laid on two diagonal of described quadrangle absolute altitude control zone respectively; Four described mark reinforcing bars all in vertically to laying; Four length of sides of described quadrangle absolute altitude control zone are all not more than 6m; Four described mark reinforcing bars are provided with an absolute altitude control member, absolute altitude control member set on two described absolute altitude control lines one and four described mark reinforcing bars is all laid in same level, and on four described mark reinforcing bars, the height of set absolute altitude control member is all greater than the Concrete Design absolute altitude of constructed Bars In Poured Concrete Slab; After described Bars In Poured Concrete Slab elevation control device has been laid, pouring construction has been carried out to described Bars In Poured Concrete Slab, and has carried out in pouring construction process to described Bars In Poured Concrete Slab, according to two described absolute altitude control lines a pair current the floor elevation of Bars In Poured Concrete Slab of constructing control;
Wherein, to when described in step 104, sole plate is constructed, four described mark reinforcing bars are all fixed on described baseplate reinforcing bar cage; When floor described in step 2 is constructed, on the reinforcing cage set by the supporting frame that four described mark reinforcing bars to be all fixed on floor bar cage set in current constructed floor or to support current construct floor;
Step 3, masonry construction: after described in step 2, structure of reinforced concrete completes, build by laying bricks or stones the infilled wall on each floor.
Above-mentioned a kind of building foundation and main structure construction technique, it is characterized in that: carry out in building process to described infilled wall in step 3, when constructed infilled wall is connected with the concrete structure of having constructed in advance, also need to process the junction between constructed infilled wall and described concrete structure, its processing procedure is as follows:
Step I, connecting sewing mortar are clogged: carry out in building process to constructed infilled wall, clog closely knit by the connecting sewing mortar between constructed infilled wall and described concrete structure, and form filled with mortar seam; Connecting sewing between institute's construction infilled wall and described concrete structure stitches and is widely less than 10mm;
Step II, polymer mortar oblique angle cushion construction: after constructed infilled wall has been built by laying bricks or stones, inside and outside filled with mortar seam, polymer mortar is smeared and corresponding formation polymer mortar oblique angle bed course one and polymer mortar oblique angle bed course two respectively in both sides;
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 symmetrically laid; A right-angle side of described polymer mortar oblique angle bed course one and described concrete structure are close to and the inside wall that its another right-angle side and filled with mortar are stitched is close to, and a right-angle side of described polymer mortar oblique angle bed course two and described concrete structure are close to and the lateral wall that its another right-angle side and filled with mortar are stitched is close to; Described polymer mortar oblique angle bed course one and filled with mortar stitchs the right angle length of side and polymer mortar oblique angle bed course two be close to and filled with mortar and are stitched the right angle length of side be close to all to be greater than the seam that filled with mortar stitches wide;
Step III, large area plastering construction: on the outboard sidewalls of constructed infilled wall, carry out plastering construction respectively, and corresponding formation floated coat one and floated coat two;
Step IV, putty layer are constructed: be coated with respectively outside floated coat one and floated coat two 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: non-woven fabrics one together with pasting outside the connecting sewing between putty layer one with described concrete structure inside wall, and one deck putty is scraped in painting outside non-woven fabrics one; Meanwhile, non-woven fabrics two together with pasting outside the connecting sewing between putty layer two with described concrete structure lateral wall, and one deck putty is scraped in painting outside non-woven fabrics two.
Above-mentioned a kind of building foundation and main structure construction technique, is characterized in that: carry out in work progress to the frame construction of institute's construction building in step 2, stair of marking time of also need constructing between neighbouring two floors of having constructed in described frame construction; Actual when described stair of marking time are constructed, adopt the stair step typified form be processed in advance to the stair of marking time of constructing shape;
Described stair step typified form comprises in the support frame being tilted to laying, support support frame top from the bottom to top and the adjustable upper adjustable support member of bearing height, to support support frame bottom and the adjustable lower adjustable support member of bearing height and the multiple tracks kickplate that is from top to bottom laid in bottom support frame 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, kickplate described in multiple tracks is all in vertically to laying, and the structure of kickplate described in multiple tracks and size are all identical; The transverse width of kickplate described in multiple tracks with the mark time width of stair of constructing identical; Kickplate described in multiple tracks is in evenly laying, and the level interval described in neighbouring twice between kickplate is identical with described width of marking time, and vertical spacing described in neighbouring twice between kickplate is identical with described height of marking time; Described support frame is steel framework, and described in multiple tracks, kickplate is flat plate, and every described kickplate together is all fastened and fixed bottom support frame by an angle steel.
Above-mentioned a kind of building foundation and main structure construction technique, is characterized in that: before carrying out pouring construction to described Bars In Poured Concrete Slab, also needs first indwelling ater-casting or constuction joint on current constructed Bars In Poured Concrete Slab; Current constructed Bars In Poured Concrete Slab inside is provided with bottom layer of the reinforcing steel net and is laid in the top mat directly over bottom layer of the reinforcing steel net;
Wherein, on current constructed Bars In Poured Concrete Slab during indwelling ater-casting, first on the soffit formwork for building shaping current constructed Bars In Poured Concrete Slab, lay two side templates one, the symmetrical laying of two described side templates one and the two is parallel laying, the spacing between two described side templates one is identical with needing the width of indwelling ater-casting; Installation position and the position consistency needing indwelling ater-casting of two described side templates one; Two described side templates one are all vertical runs with soffit formwork;
On current constructed Bars In Poured Concrete Slab during indwelling constuction joint, first on the soffit formwork for building shaping current constructed Bars In Poured Concrete Slab, lay a side template two, installation position and the position consistency needing indwelling constuction joint of described side template two; Described side template two is vertical runs with soffit formwork;
The bottom of described side template one and side template two is provided with the lower plywood protected bottom layer of the reinforcing steel net, described lower plywood is laid on soffit formwork, described side template one and side template two are all fixedly mounted on lower plywood, and described bottom layer of the reinforcing steel net is supported on described lower plywood; The top of described side template one and side template two is provided with the top plate protected top mat, and described top mat is supported on side template one or side template two, and described top plate is laid in above top mat; The top of described side template one and side template two all offers multiple respectively for the reinforcement installation groove one that each transverse reinforcement one in top mat is installed, and the bottom of described side template one and side template two all offers multiple respectively for the reinforcement installation groove two that each transverse reinforcement two in bottom layer of the reinforcing steel net is installed.
Above-mentioned a kind of building foundation and main structure construction technique, it is characterized in that: when pouring construction being carried out to the supporting frame of current institute construction floor in step 2, before pouring construction is carried out to beam column node core area crossing between frame column with described Vierendeel girder described in described supporting frame, first lay an expanded metal lath respectively in the left and right sides of beam column node core area, current constructed beam column node core area is the intersecting area of column and crossbeam; Two described expanded metal laths are all laid in crossbeam, two described expanded metal laths are all vertical runs with crossbeam, two described expanded metal laths are respectively the left plate net be laid on the left of constructed beam column node core area and the right expanded metal lath be laid on the right side of beam column node core area, the spacing between described left plate net and column left side wall
and the spacing between described right expanded metal lath and column right side wall
wherein h is the vertical height of beam column node core area; Be provided with the lateral stressed reinforcing bar that multiple tracks is parallel laying in described crossbeam, lateral stressed reinforcing bar described in multiple tracks is fastenedly connected by the crossbeam stirrup one that multiple tracks is laid from left to right and is integrated, and described in multiple tracks, crossbeam stirrup one is all laid in crossbeam; Be provided with left crossbeam stirrup two on the left of described crossbeam, described left plate net is fastened and fixed on left crossbeam stirrup two, and described left crossbeam stirrup two is fastenedly connected with lateral stressed reinforcing bar described in multiple tracks and is integrated; Be provided with right crossbeam stirrup two on the right side of described crossbeam, described right expanded metal lath is fastened and fixed on right crossbeam stirrup two, and described right crossbeam stirrup two is fastenedly connected with lateral stressed reinforcing bar described in multiple tracks and is integrated; 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 technique, it is characterized in that: after in step 2, the structure of reinforced concrete of institute's construction building completes, also need to carry out shutoff to bolt hole reserved on concrete structure in the reinforced concrete structure of having constructed, described concrete structure is described frame column, described load bearing wall or described shear wall, when the actual bolt hole to described concrete structure is reserved carries out shutoff, first carry out temporary plugging by a temporary plugging part to needing the inner of shutoff bolt hole, need to clog dry cement mortar in shutoff bolt hole and corresponding formation dry cement mortar packed configuration to described from outside to inside again, even brushing one deck cement-base waterproof coating corresponding formation waterproof coating five outside dry cement mortar packed configuration afterwards, then even brushing one deck waterproofing mortar corresponding formation waterproof coating six outside waterproof coating five, the described shutoff bolt hole that needs is be laid in the through hole on described concrete structure, described temporary plugging part is laid in inside described concrete structure, 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 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 the cross sectional dimensions of three 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 technique, it is characterized in that: carry out in work progress to the reinforced concrete structure of institute's construction building in step 2, before pouring construction is carried out to the lintel be positioned at above the hole of placing switchbox, first on the bed die of building shaping constructed lintel, offer multiple fulgurite installing port;
Described lintel is reinforced concrete lintel, and the two ends, left and right of described reinforced concrete lintel are supported on Left-side support wall and Right side support wall respectively, and described hole is between Left-side support wall and Right side support wall; The casing top of described switchbox is provided with the through wires hole that multiple current supply cable penetrates; Described Left-side support wall and Right side support wall are shear wall; The quantity of multiple described fulgurite installing port is identical with the quantity of multiple described through wires hole, and the installation position of multiple described fulgurite installing port and the installation position one_to_one corresponding of multiple described through wires hole, multiple described fulgurite installing port is laid in directly over multiple described through wires hole respectively; Multiple described fulgurite installing port is all provided with the embedded threading pipe that a current supply cable passes, the length that described bed die is stretched out in described embedded threading pipe bottom is not less than 30mm, and embedded threading pipe top is stretched out outside described forming panel; Multiple described fulgurite installing port is 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 embedded threading pipe.
Above-mentioned a kind of building foundation and main structure construction technique, is characterized in that: described side template one arranged outside has template positioning limiting fixator one; Described side template two arranged outside has template positioning limiting fixator two;
Described template positioning limiting fixator one is the square wood strip one be fixed on by clench nail on soffit formwork, described square wood strip one and its spacing side template one are in parallel laying, and the inside wall of the inside wall of square wood strip one and its spacing side template one near, the height of described square wood strip one is greater than the thickness of described lower plywood;
Described template positioning limiting fixator two comprises and is fixed on square wood strip two on soffit formwork and multiple tracks by described clench nail and fixes square wood strip two from front to back and in the square wood strip three being tilted to laying, the upper level of described square wood strip two is higher than the upper level of lower plywood, described square wood strip two and its spacing side template two are in parallel laying, and the inside wall of the inside wall of square wood strip two and its spacing side template two near, the bottom of described square wood strip three is propped up and is withstood on soffit formwork, the top of described square wood strip three is fixed on top plate that institute's limiting side template two is installed.
Above-mentioned a kind of building foundation and main structure construction technique, it is characterized in that: described left plate Netcom crosses the additional fixing reinforcing bar one that multiple tracks lays from top to bottom and is fixed on left crossbeam stirrup two, additional fixing reinforcing bar one described in multiple tracks all in level to laying, and additional described in multiple tracks to fix reinforcing bar one be all vertical runs with described crossbeam; The additional fixing reinforcing bar two that described right expanded metal lath is from top to bottom laid by multiple tracks is fixed on right crossbeam stirrup two, additional fixing reinforcing bar two described in multiple tracks all in level to laying, and additional described in multiple tracks to fix reinforcing bar two be all vertical runs with described crossbeam.
Above-mentioned a kind of building foundation and main structure construction technique, it is characterized in that: time in step I by the concrete chisel removal at current handled pile crown top, first eject cut-sytle pollination line at the above 45mm ~ 55mm place of design of pile top absolute altitude of current handled pile crown, then to cut a circle with cutting machine along cut-sytle pollination line place and cut bosom apart from the distance of main muscle be 8mm ~ 12mm; Separate the main muscle above cut-sytle pollination line with electric hammer afterwards, and abolish the inner concrete above cut-sytle pollination line with pneumatic pick, the cutter equating of stake top is whole; Cement group water-proofing material described in step II is cement based penetration crystallization type water proofing paint;
In step 2, the quantity of the interior set described Bars In Poured Concrete Slab elevation control device of the forming panel of current constructed Bars In Poured Concrete Slab is one or more; When described Bars In Poured Concrete Slab elevation control device is laid, first by the elevation line pilot measurement of D above the plate face design elevation of current constructed Bars In Poured Concrete Slab on four described mark reinforcing bars, and described absolute altitude control member is laid in the elevation line of pilot measurement; Afterwards, the described absolute altitude control line one of colligation two on four described mark reinforcing bars, two described absolute altitude control lines one are in exceptionally straight state, and absolute altitude control member set on two described absolute altitude control lines one and four described mark reinforcing bars is all laid in same level; Then, pouring construction is carried out to current constructed Bars In Poured Concrete Slab, two described absolute altitude control lines once residing for horizontal plane measure the plate face design elevation of Xmm by current construction Bars In Poured Concrete Slab downwards, 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, while the guarantee construction period, effectively can ensure Construction Quality.
2, the pile head waterproofing method adopted is simple, reasonable in design, it is simple and easy to operate and it is convenient to realize, input cost is lower, construction quality is easy to ensure and construction effect is good, cut out pile crown length shorter simultaneously, drastically reduce the area waste of material phenomenon, and Stake head handling effect is very good, effectively can solves the operation inconvenience of existing deposited reinforced concrete pile pile head waterproofing method existence, cut out the problems such as pile length is comparatively large, waste of material is comparatively serious, waste time and energy, pile head waterproofing effect is poor.
3, the stair step typified form structure adopted is simple and reasonable in design, and processing and fabricating is convenient, draw materials easy and durable, input cost is lower.During actual 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, durable, can be easy, fast and complete the sizing of broadstep in high quality, effectively can solve the problems such as complex structure that existing stair step typified form exists, dismounting inconvenience, fixed effect be poor.
4, Bars In Poured Concrete Slab ater-casting and constuction joint placement method simple, reasonable in design; drop into construction cost lower; operate simple and easy and realize conveniently; simultaneously ater-casting and constuction joint indwelling construction quality is easy to ensure and construction effect is good; the installation site of side template one and side template two accurately and fixation; and available protecting can be carried out to bottom and top mat, thus effectively can ensure the construction quality of institute's indwelling ater-casting and constuction joint on Bars In Poured Concrete Slab, and work efficiency be high.To sum up, Bars In Poured Concrete Slab ater-casting of the present invention and constuction joint placement method effectively can not only ensure the construction period, and effectively can ensure the construction quality of institute's indwelling ater-casting and constuction joint on Bars In Poured Concrete Slab.
5, the beam column node core area concrete pouring construction structure adopted is simple and reasonable in design, drops into construction cost lower, and construction method is simple, it is simple and easy to operate and it is convenient to realize.Simultaneously, beam column node core area concrete pouring construction quality is easy to ensure and construction effect is good, expanded metal lath fixation, actual when carrying out concrete pouring construction, first build the concrete in beam column node core area, and treat to build crossbeam inner concrete again before institute's concreting initial set in beam column node core area, effectively can ensure the concrete pouring quality of beam column node core area, and work efficiency is high, effectively can ensure the construction period, especially for the work items differing by more than one-level between column strength grade of concrete and crossbeam strength grade of concrete, the present invention adopt the beneficial effect of beam column node core area concrete pouring construction method to show more obvious, effectively can ensure the concrete pouring quality of beam column node core area.
6, the Bars In Poured Concrete Slab bolt hole plugging construction method adopted is simple, it is simple and easy to operate and it is convenient to realize, it is lower to drop into construction cost, and shutoff quality is easy to ensure and plugging effect is good, after shutoff the waterproof effect of reinforced concrete structure and soundproof effect all better.
7, the Bars In Poured Concrete Slab elevation control device structure adopted is simple and reasonable in design, and input cost is lower, actual when using, install lay convenient, operate simple and easy and realize convenient.Further, absolute altitude departure is little and result of use good, can easy, accurately and complete the concrete absolute altitude control procedure of Bars In Poured Concrete Slab fast, effectively ensure the construction quality of Bars In Poured Concrete Slab, guarantee that the construction period is not incured loss through delay.
8, simple to the construction treating methods of infilled wall and concrete structure junction, operate simple and easy and realizes facilitating, to drop into construction cost lower, and construction quality is easy to ensure and infilled wall and concrete wall have a common boundary and process effective, and intersection binding ability by force and not easily occur crack.
9, it is simple that the concrete lintel adopted wears fulgurite construction method, operate simple and easy and realize conveniently, drop into construction cost lower, and construction effect is good, when there being fulgurite to pass lintel, adopt the mode of service sleeve in the interior directly pre-buried electric conduit of cast-in-place lintel or precast lintel, not only efficiency of construction significantly improves, and effectively can ensure the installation position of pipeline, to wear the installation position of fulgurite accurate, can guarantee that each cable vertically enters switchbox, thus adopted concrete lintel wears fulgurite construction method can be easy, fast and high-quality completes lintel wears fulgurite work progress, and effectively can ensure the installation position of pipeline.
In sum, present invention process step is simple, reasonable in design and workable, realization is convenient, and construction effect is good, while the guarantee construction period, also effectively Construction Quality can be ensured, effectively can solve the problems such as the constructing operation that existing building basis exists with main structure construction technique is more random, lack of standardization, work efficiency is low, construction quality not easily ensures, not only affect 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.
Accompanying drawing explanation
Fig. 1 is process flow diagram of the present invention.
Fig. 1-1 is Construction State schematic diagram when the present invention carries out pile head waterproofing.
Fig. 2-1 is the structural representation of Bars In Poured Concrete Slab elevation control device of the present invention.
Fig. 3-1 is the Construction State schematic diagram of junction between infilled wall of the present invention and concrete structure.
Fig. 3-2 is the close-up schematic view at A place in 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 mark time in stair step typified form of the present invention sizing steel plate and the connection status schematic diagram of support frame.
Fig. 5-1 is Construction State schematic diagram when the present invention carries out Bars In Poured Concrete Slab ater-casting indwelling construction.
Fig. 5-2 is the A-A sectional view of Fig. 5-1.
Fig. 5-3 for the present invention carry out the indwelling of Bars In Poured Concrete Slab constuction joint construction time Construction State schematic diagram.
Fig. 6-1 is Construction State schematic diagram when the present invention carries out bean column node concrete pouring construction.
The Construction State schematic diagram of Fig. 7-1 when to be the present invention carry out shutoff to prepared screw-bolt hole on concrete structure.
Fig. 8-1 is the Construction State schematic diagram that the present invention wears fulgurite construction in concrete lintel.
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-mark 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 loading layers one; 3-52-bouncing putty loading layers two;
3-61-non-woven fabrics one; 3-62-non-woven fabrics 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-upper lateral strut; 4-13-lower 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-transverse members;
5-81-square wood strip one; 5-82-square wood strip two; 5-83-square wood strip 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-beam column node core area;
6-51-additional fixing reinforcing bar one; 6-52-additional fixing 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 support wall;
8-4-Right side support wall; 8-5-embedded threading pipe; 8-6-fulgurite sleeve pipe;
9-pedal.
Detailed description of the invention
A kind of building foundation as shown in Figure 1 and main structure construction technique, institute's construction building is frame construction or frame-shear-wall structure, institute's construction building is divided into multiple floor from top to bottom, separated by one deck floor between neighbouring two described floors, described in multilayer, floor is all supported by load-carrying members, and the floor of multiple described floor and load-carrying members are all built and are integrated; Load-carrying members described in described frame construction are supporting frame, load-carrying members described in described frame-shear-wall structure are supporting frame and shear wall, described supporting frame forms by multiple tracks Vierendeel girder with to the frame column that Vierendeel girder described in multiple tracks supports, described Vierendeel girder, described frame column and described shear wall are reinforced concrete structure, and this technique comprises the following steps:
Step one, pile foundation construction, its work progress is as follows:
Step 101, bored pile construction: construct multiple bored pile 1-1 in the foundation ditch excavating formation in advance, the structure of multiple described bored pile 1-1 is all identical with size; After multiple described bored pile 1-1 has all constructed, tiled in the bottom of described foundation ditch one deck concrete cushion 1-2; In this step, the stake top mark of the bored pile 1-1 constructed is high than its design of pile top absolute altitude height h1, and wherein h1 > 50mm, the part that described bored pile 1-1 exceeds described concrete cushion 1-2 is pile crown, refers to Fig. 1-1.
Step 102, pile head waterproofing: respectively waterproofing work is carried out to the pile crown of the multiple described bored pile 1-1 constructed in step 101, the method for waterproofing of multiple described bored pile 1-1 pile crown is all identical; When pile crown for any one bored pile 1-1 carries out waterproofing work, process is as follows:
Step I, stake top concrete chisel removal: the concrete chisel removal at current handled pile crown top is exposed main muscle 1-11, and after cutting concrete the elevation of top of current handled pile crown than its design of pile top absolute altitude height 45mm ~ 55mm;
Step II, waterproofing materials brushing: even brushing one deck cement group water-proofing material on the top and surrounding sidewall of current handled pile crown and on the concrete cushion 1-2 of current handled pile crown surrounding side, on the concrete cushion 1-2 of wherein current handled pile crown surrounding side, the width of brushing cement group water-proofing material is not less than 200mm;
Step III, coil waterproof layer are constructed: construct one coil waterproof layer 1-5 on the surrounding sidewall of current handled pile crown, and described coil waterproof layer 1-5 top is mutually concordant with current handled pile crown top;
Step IV, water-swellable sealing collar are installed: each road main muscle 1-11 root exposed at current handled pile crown top all installs a water-swellable sealing collar 1-8;
Step V, repeatedly repeat step I to step IV, until complete the waterproofing work process of multiple described bored pile 1-1 pile crown.
Step 103, pea gravel concreten topping are constructed: in a step 101 described concrete cushion 1-2 tiles one deck pea gravel concreten topping 1-7; the elevation of top of described pea gravel concreten topping 1-7 is lower than the design of pile top absolute altitude of current handled pile crown, and the middle and lower part of the 1-5 of coil waterproof layer described in step III is embedded in pea gravel concreten topping 1-7.
Step 104, sole plate are constructed: sole plate of constructing above described pea gravel concreten topping 1-7 and multiple described bored pile 1-1; described sole plate is armored concrete slab; described sole plate and multiple described bored pile 1-1 build and are integrated, and each road main muscle 1-11 that in step I, current handled pile crown top is exposed all is fastenedly connected with the baseplate reinforcing bar cage in described sole plate and is integrated.
In the present embodiment, cement group water-proofing material described in 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, after cutting concrete in step I, the elevation of top of current handled pile crown is than its design of pile top absolute altitude height 50mm.During practice of construction, can according to specific needs, the height that the elevation of top of current handled pile crown after cutting concrete exceeds than its design of pile top absolute altitude is adjusted accordingly.
In the present embodiment, after in step II, waterproofing materials brushing completes, the waterproofing materials of even brushing on current handled pile crown surrounding side concrete cushion 1-2 forms waterproof coating one 1-3, the waterproofing materials of even brushing on current handled pile crown surrounding sidewall forms waterproof coating two 1-4, even brushing forms waterproof coating three 1-6 at the waterproofing materials at current handled pile crown top, and described waterproof coating one 1-3, waterproof coating two 1-4 and waterproof coating three 1-6 compact siro spinning technology are integrated.
The bottom level of the 1-5 of coil waterproof layer described in step III is higher than the overhead height of waterproof coating one 1-3, and the middle and lower part of described coil waterproof layer 1-5 is built in described pea gravel concreten topping 7.
In the present embodiment, pile body reinforcing cage set by the 1-1 of bored pile described in step I inside comprises multiple tracks in vertically laying and the transverse reinforcement connected as one by muscle 1-11 main described in multiple tracks to main muscle 1-11 and Duo Gen laid from top to bottom, and the sealing collar of water-swellable described in step IV 1-8 is laid on described waterproof coating three 1-6.
In the present embodiment, the cross section of the 1-1 of bored pile described in step I is circular, and the shape of described waterproof coating one 1-3 is annular, and the width of described waterproof coating one 1-3 is not less than 200mm.
Sealed by waterproofing unction between the surrounding sidewall of the 1-5 of coil waterproof layer described in step III and current handled pile crown.The closing in of the 1-5 of coil waterproof layer described in step III is tight.The waterproofing course that described coil waterproof layer 1-5 is sole plate described in step 104.
Connecting sewing between the 1-5 of coil waterproof layer described in step III and pea gravel concreten topping 1-7 is sealed by waterproofing unction, and corresponding connecting sewing between coil waterproof layer 1-5 and pea gravel concreten topping 1-7 is formed the filleting 1-12 that multiple tracks inside scribbles waterproofing unction.
After the topping of pea gravel concreten described in step 103 1-7 has constructed, also need on described pea gravel concreten topping 1-7 even brushing one deck cement based penetration crystallization type water proofing paint, and corresponding formation waterproof coating four 1-10.
In the present embodiment, described concrete cushion 1-2 is laid in above the soil body in described foundation ditch after compacting.
In the present embodiment, time in step I by the concrete chisel removal at current handled pile crown top, first eject cut-sytle pollination line at the above 45mm ~ 55mm place of design of pile top absolute altitude of current handled pile crown, then to cut a circle with cutting machine along cut-sytle pollination line place and cut bosom apart from the distance of main muscle 1-11 be 8mm ~ 12mm; Separate the main muscle 1-11 above cut-sytle pollination line with electric hammer afterwards, and abolish the inner concrete above cut-sytle pollination line with pneumatic pick, the cutter equating of stake top is whole.
During practice of construction, adopt chisel by whole for the stake top cutter equating of current handled pile crown.
Step 2, structure of reinforced concrete: on the described sole plate of having constructed at step 104, divide the reinforced concrete structure of multiple floor to institute's construction building to construct from the bottom to top, and the construction method of each floor is all identical; Wherein, to when the steel concrete of any one floor is constructed in institute's construction building, first pouring construction is carried out to the load-carrying members of current institute construction floor, then pouring construction is carried out to the floor of current institute construction floor.
Described in sole plate described in step 104 and step 2, floor is Bars In Poured Concrete Slab, and described sole plate is all identical with the construction method of described floor; In practice of construction process, before pouring construction is carried out to described Bars In Poured Concrete Slab, first lay a Bars In Poured Concrete Slab elevation control device.Composition graphs 2-1, described Bars In Poured Concrete Slab elevation control device comprise be laid in current constructed Bars In Poured Concrete Slab forming panel in four mark reinforcing bar 2-1 and two piece absolute altitude control line one 2-2s of colligation on four mark reinforcing bar 2-1, four described mark reinforcing bar 2-1 form a quadrangle absolute altitude control zone, four described mark reinforcing bar 2-1 are laid on four summits of described quadrangle absolute altitude control zone respectively, and two described absolute altitude control line one 2-2 are laid on two diagonal of described quadrangle absolute altitude control zone respectively.Four described mark reinforcing bar 2-1 all in vertically to laying.Four length of sides of described quadrangle absolute altitude control zone are all not more than 6m.Four described mark reinforcing bar 2-1 are provided with an absolute altitude control member, absolute altitude control member set on two described absolute altitude control line one 2-2 and four described mark reinforcing bar 2-1 is all laid in same level, and on four described mark reinforcing bar 2-1, the height of set absolute altitude control member is all greater than the Concrete Design absolute altitude of constructed Bars In Poured Concrete Slab.After described Bars In Poured Concrete Slab elevation control device has been laid, pouring construction is carried out to described Bars In Poured Concrete Slab, and carry out in pouring construction process to described Bars In Poured Concrete Slab, according to two described absolute altitude control line one 2-2, the floor elevation of current Bars In Poured Concrete Slab of constructing is controlled.
Wherein, to when described in step 104, sole plate is constructed, four described mark reinforcing bar 2-1 are all fixed on described baseplate reinforcing bar cage; When floor described in step 2 is constructed, on the reinforcing cage set by the supporting frame that four described mark reinforcing bar 2-1 to be all fixed on floor bar cage set in current constructed floor or to support current construct floor.
During practice of construction, when described Bars In Poured Concrete Slab elevation control device is laid, first by the elevation line pilot measurement of D above the plate face design elevation of current constructed Bars In Poured Concrete Slab on four described mark reinforcing bar 2-1, and described absolute altitude control member is laid in the elevation line of pilot measurement; Afterwards, described absolute altitude control line one 2-2 of colligation two on four described mark reinforcing bar 2-1, two described absolute altitude control line one 2-2 are in exceptionally straight state, and absolute altitude control member set on two described absolute altitude control line one 2-2 and four described mark reinforcing bar 2-1 is all laid in same level; Then, carry out pouring construction to current constructed Bars In Poured Concrete Slab, it is just the plate face design elevation of current construction Bars In Poured Concrete Slab that horizontal plane residing for two described absolute altitude control line one 2-2 measures Xmm downwards, wherein D=45mm ~ 55mm.
In the present embodiment, D=50mm.During practice of construction, can according to specific needs, the value size of D be adjusted accordingly.
In the present embodiment, described Bars In Poured Concrete Slab elevation control device also comprises quadrangle Steel bar rack 2-3, and four described mark reinforcing bar 2-1 are separately fixed on four summits of quadrangle Steel bar rack 2-3.
Simultaneously, described Bars In Poured Concrete Slab elevation control device also comprises four absolute altitude control line two 2-4s of colligation in four described mark reinforcing bar 2-1 between adjacent two described mark 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 described absolute altitude control line one 2-2 are two diagonal of described rectangle absolute altitude control line.
In the present embodiment, in the forming panel of current constructed Bars In Poured Concrete Slab, the quantity of set described Bars In Poured Concrete Slab elevation control device is one or more.
During practice of construction, can according to specific needs, the quantity of described Bars In Poured Concrete Slab elevation control device set in the forming panel of current constructed Bars In Poured Concrete Slab and the installation position of each Bars In Poured Concrete Slab elevation control device be adjusted accordingly.
In the present embodiment, the overhead height of four described mark reinforcing bar 2-1 is all identical.
During practice of construction, the length of four described mark reinforcing bar 2-1 is 0.7m ~ 0.8m.On four described mark reinforcing bar 2-1, the height of set absolute altitude control member is all than the Concrete Design absolute altitude height Δ h of constructed Bars In Poured Concrete Slab, wherein Δ h=50cm ± 0.5cm.The diameter of four described mark reinforcing bar 2-1 is all identical, and the diameter of four described mark reinforcing bars 1 is Φ 12mm ± 2mm.
In the present embodiment, the length of four described mark reinforcing bar 2-1 is 1m, and Δ h=50cm, the diameter of four described mark reinforcing bar 2-1 is Φ 12mm.
During Specific construction, can according to actual needs, the value size of the length of four described mark reinforcing bar 2-1, diameter and Δ h is adjusted accordingly.
In the present embodiment, described absolute altitude control member is painting layer, is specially red paint coating.
When reality is constructed to institute's construction building, first pilot measurement absolute altitude is to current constructed floor, and by the 50cm elevation line pilot measurement above constructed Bars In Poured Concrete Slab upper surface on four described mark reinforcing bar 2-1, and identify with brushing red paint, the described absolute altitude control member of corresponding formation, the spacing in four described mark reinforcing bar 2-1 between adjacent two described mark reinforcing bar 2-1 is not more than 6m; Construct in the concreting process of Bars In Poured Concrete Slab, according to the elevation control of described absolute altitude control member, horizontal control lines (i.e. two described absolute altitude control line one 2-2 are intersected in length and breadth four described mark reinforcing bar 2-1 pull-up, line should be strained exceptionally straight, lower amount 50cm is the floor elevation of constructed Bars In Poured Concrete Slab, strikes off afterwards with darby.In addition, also in four described mark reinforcing bar 2-1, absolute altitude control line two 2-4 can be drawn between adjacent two described mark reinforcing bars 1.
Step 3, masonry construction: after described in step 2, structure of reinforced concrete completes, build by laying bricks or stones the infilled wall 3-1 on each floor.
In the present embodiment, composition graphs 3-1 and Fig. 3-2, carry out in building process to described infilled wall 3-1 in step 3, when constructed infilled wall 3-1 is connected with the concrete structure of having constructed in advance, also need to process the junction between constructed infilled wall 3-1 and described concrete structure, its processing procedure is as follows:
Step I, connecting sewing mortar are clogged: carry out in building process to constructed infilled wall 3-1, clog closely knit by the connecting sewing mortar between constructed infilled wall 3-1 and described concrete structure, and form filled with mortar seam 3-3; Connecting sewing between institute construction infilled wall 3-1 and described concrete structure stitches and is widely less than 10mm.
Step II, polymer mortar oblique angle cushion construction: after constructed infilled wall 3-1 has built by laying bricks or stones, inside and outside filled with mortar seam 3-3, polymer mortar is smeared and corresponding formation polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 respectively in both sides.
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 symmetrically laid; A right-angle side of described polymer mortar oblique angle bed course one 3-41 and described concrete structure are close to and the inside wall that its another right-angle side and filled with mortar stitch 3-3 is close to, and a right-angle side of described polymer mortar oblique angle bed course two 3-42 and described concrete structure are close to and the lateral wall that its another right-angle side and filled with mortar stitch 3-3 is close to; Described polymer mortar oblique angle bed course one 3-41 and filled with mortar are stitched the right angle length of side and polymer mortar oblique angle bed course two 3-42 that 3-3 is close to and filled with mortar and are stitched the right angle length of side that 3-3 is close to and be all greater than filled with mortar to stitch the seam of 3-3 wide.Described polymer mortar oblique angle bed course one 3-41 is laid in outside the inside wall of filled with mortar seam 3-3, and polymer mortar oblique angle bed course two 3-42 is laid in outside the lateral wall of filled with mortar seam 3-3.
Step III, large area plastering construction: on the outboard sidewalls of constructed 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 are constructed: be coated with respectively outside floated coat one 3-81 and floated coat two 3-82 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: non-woven fabrics one 3-61 together with pasting outside the connecting sewing between putty layer one 3-91 with described concrete structure inside wall, and one deck putty is scraped in painting outside non-woven fabrics one 3-61; Meanwhile, non-woven fabrics two 3-62 together with pasting outside the connecting sewing between putty layer two 3-92 with described concrete structure lateral wall, and one deck putty is scraped in painting outside non-woven fabrics two 3-62.
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 thickness of floated coat one 3-81, and polymer mortar oblique angle bed course two 3-42 is greater than the thickness of floated coat two 3-82 with the right-angle side length of side be close to described concrete structure; Flexible putty is all clogged in described concrete structure and the connecting sewing between putty layer one 3-91 and putty layer two 3-92.Wherein, the bouncing putty clogged between described concrete structure and putty layer one 3-91 forms bouncing putty loading layers one 3-51, and the bouncing putty clogged between described concrete structure and putty layer two 3-92 forms bouncing putty loading layers two 3-52.Outside described non-woven fabrics one 3-61 be coated with the putty scraped and form bouncing putty coating one 3-71, outside described non-woven fabrics two 3-62, institute is coated with putty formation bouncing putty coating two 3-72 scraped.
In the present embodiment, in step IV neutralization procedure V be coated with the putty scraped and be bouncing putty.
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 practice of construction process, before constructed infilled wall 3-1 being built by laying bricks or stones in step I, first the contact surface interfacial agents of described concrete structure and institute construction infilled wall 3-1 is got rid of to starch and form hair side.
During practice of construction, described concrete structure is described frame column, described load bearing wall or described shear wall.In the present embodiment, institute construction infilled wall 3-1 is laid in the masonry walls 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 is laid in and connects a batch position between infilled wall 3-1 and concrete wall 3-2.
In practice of construction process, before infilled wall 3-1 is built by laying bricks or stones, first on the contact surface of concrete wall 3-2, get rid of slurry by interfacial agents and form hair side, the seam crossing mortar in building process between infilled wall 3-1 and concrete wall 3-2 is clogged closely knit, and forms filled with mortar seam 3-3; Before large area is plastered, the junction between infilled wall 3-1 to concrete wall 3-2 smears polymer mortar and corresponding formation right-angle side is polymer mortar oblique angle bed course one 3-41 and polymer mortar oblique angle bed course two 3-42 of 10mm ~ 15mm; After large area is plastered, at the seam crossing of concrete wall 3-2 and infilled wall 3-1, draw the dark gap of 3mm ~ 5mm with trowel, and clog with bouncing putty, corresponding formation bouncing putty loading layers one 3-51 and bouncing putty loading layers two 3-52; Afterwards, the seam crossing between concrete wall 3-2 and putty layer one 3-91 and putty layer two 3-92, with the non-woven fabrics that Virgin's milk sticker 200mm is wide; Finally, non-woven fabrics is scraped one deck bouncing putty, 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, non-woven fabrics one 3-61 and non-woven fabrics two 3-62 is mounted.
The width of described non-woven fabrics one 3-61 and non-woven fabrics two 3-62 is all greater than 15cm.In the present embodiment, the width of described non-woven fabrics one 3-61 and non-woven fabrics two 3-62 is 20cm.During Specific construction, can according to specific needs, the width of non-woven fabrics one 3-61 and non-woven fabrics two 3-62 be adjusted accordingly.
In the present embodiment, described non-woven fabrics one 3-61 and non-woven fabrics two 3-62 symmetrically lays.
In the present embodiment, the thickness of described bouncing putty loading layers one 3-51 and bouncing putty loading layers two 3-52 is 3mm ~ 5mm.
In the present embodiment, carry out in work progress to the frame construction of institute's construction building in step 2, stair of marking time of also need constructing between neighbouring two floors of having constructed in described frame construction; Actual when described stair of marking time are constructed, adopt the stair step typified form be processed in advance to the stair of marking time of constructing shape.
Composition graphs 4-1, Fig. 4-2 and Fig. 4-3, described stair step typified form comprises the support frame 4-1 in being tilted to laying, from the bottom to top support frame 4-1 top is supported and the adjustable upper adjustable support member of bearing height, from the bottom to top support frame 4-1 bottom is supported and the adjustable lower adjustable support member of bearing height and the multiple tracks kickplate 4-2 that is from top to bottom laid in bottom support frame 4-1, the angle of inclination of described support frame 4-1 with the mark time angle of inclination of stair of constructing identical, kickplate 4-2 described in multiple tracks is all in vertically to laying, and the structure of kickplate 4-2 is all identical with size described in multiple tracks.The transverse width of kickplate 4-2 described in multiple tracks with the mark time width of stair of constructing identical.Kickplate 4-2 described in multiple tracks is in evenly laying, and the level interval described in neighbouring twice between kickplate 4-2 is identical with described width of marking time, and vertical spacing described in neighbouring twice between kickplate 4-2 is identical with described height of marking time; Described support frame 4-1 is steel framework, and described in multiple tracks, kickplate 4-2 is flat plate, and every described kickplate 4-2 together is all fastened and fixed bottom support frame 4-1 by an angle steel 4-3.
In the present embodiment, described in neighbouring twice, between kickplate 4-2, be connected with one pedal 9, described pedal 9 in level to laying, the quantity of pedal 9 described in multiple tracks with construct mark time on stair set by the progression of marking time identical.Described in multiple tracks, pedal 9 is flat plate, and described in kickplate 4-2 described in multiple tracks and multiple tracks, pedal 9 connects to form sizing steel plate of marking time.
In the present embodiment, described support frame 4-1 comprises longitudinal holding pole 4-11 that twice are parallel laying, is laid in the upper lateral strut 4-12 described in twice between longitudinal holding pole 4-11 upper end and the lower lateral strut 4-13 that is laid in together described in twice between longitudinal holding pole 4-11 bottom together, described upper adjustable support member is arranged on lateral strut 4-12, and described lower adjustable support member is arranged on lower lateral strut 4-13.
In the present embodiment, described upper adjustable support member and described lower adjustable support member include two holding nut 4-4.
During actual use, described upper adjustable support member and described lower adjustable support member also can adopt the support member of other type.
In the present embodiment, described in twice, longitudinal holding pole 4-11 is i iron.Described upper lateral strut 4-12 and lower lateral strut 4-13 is channel-section steel.
Actually add man-hour, described upper adjustable support member and described lower adjustable support member are weldingly fixed on lateral strut 4-12 and lower lateral strut 4-13 respectively.
In the present embodiment, the thickness of slab of described flat plate is 6mm ~ 8mm.Actually add man-hour, also can according to specific needs, the thickness of slab of described flat plate be adjusted accordingly.
The right side longitudinal holding pole that longitudinal holding pole 4-11 described in twice is respectively left side longitudinal holding pole and is laid on the right side of the longitudinal holding pole of described left side, spacing described in described left side longitudinal holding pole and multiple tracks between kickplate 4-2 left part is 200mm ~ 300mm, and the spacing described in described right side longitudinal holding pole and multiple tracks between kickplate 4-2 right part is 200mm ~ 300mm.
In the present embodiment, described in twice, the top and the bottom of longitudinal holding pole 4-11 are provided with suspension ring 4-5.Actually add man-hour, the bar bending that described suspension ring 4-5 is Φ 12mm by diameter forms.
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 is all weldingly fixed on bottom longitudinal holding pole 4-11 described in twice.Further, be fastenedly connected by fastening bolt between described kickplate 4-2 and angle steel 4-3.
In the present embodiment, before pouring construction is carried out to described Bars In Poured Concrete Slab, also need first indwelling ater-casting or constuction joint on current constructed Bars In Poured Concrete Slab.Current constructed Bars In Poured Concrete Slab inside is provided with bottom layer of the reinforcing steel net 5-3 and is laid in the top mat 5-4 directly over bottom layer of the reinforcing steel net 5-3.
Wherein, as shown in Fig. 5-1 and Fig. 5-2, on current constructed Bars In Poured Concrete Slab during indwelling ater-casting, first on the soffit formwork 5-1 for building shaping current constructed Bars In Poured Concrete Slab, lay two side template one 5-12, the symmetrical laying of two described side template one 5-12 and the two is parallel laying, the spacing between two described side template one 5-12 is identical with needing the width of indwelling ater-casting; Installation position and the position consistency needing indwelling ater-casting of two described side template one 5-12.Two described side template one 5-12 are all vertical runs with soffit formwork 5-1.
As shown in Fig. 5-3, on current constructed Bars In Poured Concrete Slab during indwelling constuction joint, first on the soffit formwork 5-1 for building shaping current constructed Bars In Poured Concrete Slab, lay the installation position of side template two 5-22, described side template two 5-22 and need the position consistency of indwelling constuction joint; Described side template two 5-22 and soffit formwork 5-1 is vertical runs.
The bottom of described side template one 5-12 and side template two 5-22 is provided with the lower plywood 5-5 protected bottom layer of the reinforcing steel net 5-3; described lower plywood 5-5 is laid on soffit formwork 5-1; described side template one 5-12 and side template two 5-22 is all fixedly mounted on lower plywood 5-5, and described bottom layer of the reinforcing steel net 5-3 is supported on described lower plywood 5-5.The top of described side template one 5-12 and side template two 5-22 is provided with the top plate 5-6 protected top mat 5-4; 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 above top mat 5-4.The top of described side template one 5-12 and side template two 5-22 all offers multiple respectively for reinforcement installation groove one 5-9 that each transverse reinforcement one 5-41 in top mat 5-4 installs, and the bottom of described side template one 5-12 and side template two 5-22 all offers multiple respectively for reinforcement installation groove two 5-10 that each transverse reinforcement two 5-31 in bottom layer of the reinforcing steel net 5-3 installs.
In the present embodiment, described side template one 5-12 and side template two 5-22 is arranged on directly over lower plywood 5-5, and described side template one 5-12 is all identical with the width of described lower plywood 5-5 with the thickness of slab of side template two 5-22.Described top plate 5-6 is arranged on directly over side template one 5-12 or side template two 5-22, and the width of described top plate 5-6 is identical with the thickness of slab of side template two 5-22 with side template one 5-12.
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 according to actual needs, the width of described lower plywood 5-5 and top plate 5-6 and thickness are adjusted accordingly.
In the present embodiment, Bars In Poured Concrete Slab of constructing be level to laying, and described soffit formwork 5-1, lower plywood 5-5 and top plate 5-6 all in level to laying, described side template one 5-12 and side template two 5-22 is in vertically to laying.
In the present embodiment, described lower plywood 5-5 and top plate 5-6 is 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 is bound on soffit formwork 5-1 by clench nail, and described top plate 5-6 is bound 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 has template positioning limiting fixator two.
In the present embodiment, described template positioning limiting fixator one is square wood strip one 5-81 be fixed on by clench nail on soffit formwork 5-1, described square wood strip one 5-81 side template one 5-12 spacing with it is parallel laying, and the inside wall of the inside wall of square wood strip one 5-81 and its spacing side template one near, the height of described square wood strip one 5-81 is greater than the thickness of described lower plywood 5-5.
In the present embodiment, described square wood strip one 5-81 is that level is to laying.
During practice of construction, described template positioning limiting fixator two comprises and is fixed on square wood strip two 5-82 on soffit formwork 5-1 and multiple tracks by described clench nail and fixes square wood strip two 5-82 from front to back and in square wood strip three 5-83 being tilted to laying, the upper level of described square wood strip two 5-82 is higher than the upper level of lower plywood 5-5, described square wood strip two 5-82 side template two 5-22 spacing with it is parallel laying, and the inside wall of the inside wall of square wood strip two 5-82 and its spacing side template two 5-22 near, the bottom of described square wood strip three 5-83 is propped up and is withstood on soffit formwork 5-1, the top of described square wood strip three 5-83 is fixed on top plate 5-6 that institute limiting side template two 5-22 installs.
In the present embodiment, the bottom of described square wood strip two 5-82 is mutually concordant with the bottom of its limiting side template two 5-22, and pads between square wood strip two 5-82 and soffit formwork 5-1 sheeting caps 5-84 is housed.Described square wood strip two 5-82 and sheeting caps 5-84 all in level to laying.
During practice of construction, multiple described square wood strip three 5-83 is from front to back in evenly laying, and the spacing between adjacent two described square wood strip three 5-83 in front and back is 600mm ± 50mm.
In the present embodiment, the spacing between adjacent two described square wood strip three 5-83 in front and back is preferably 600mm.During practice of construction, also can according to specific needs, the spacing between adjacent two described square wood strip three 5-83 in front and back be adjusted accordingly.The top of described square wood strip three 5-83 is provided with the stopper slot for top plate 5-6 top support top.
Simultaneously, the utility model also comprises multiple from front to back to the transverse members 5-7 that two described side template one 5-12 reinforce, multiple described transverse members 5-7 is all fixed on top plate 5-6 described in twice, and top plate 5-6 described in twice is arranged on two described side template one 5-12 respectively.
In the present embodiment, multiple described transverse members 5-7 is all vertical runs with described top plate 5-6, and multiple described transverse members 5-7 is the lumps of wood.
During practice of construction, multiple described transverse members 5-7 is all in parallel laying.Further, multiple described transverse members 5-7 is in evenly laying, and the spacing between adjacent two the described transverse members 5-7 in front and back is 600mm ± 50mm.
In the present embodiment, the spacing between adjacent two the described transverse members 5-7 in front and back is preferably 600mm.
In the present embodiment, multiple described transverse members 5-7 is the lumps of wood.Multiple described transverse members 7 all in level to laying.
In the present embodiment, supported by multiple tracks horizontal support member 5-11 bottom described soffit formwork 5-1.Further, described horizontal support member 5-11 is the lumps of wood.
As in Figure 6-1, in the present embodiment, when pouring construction being carried out to the supporting frame of current institute construction floor in step 2, before pouring construction is carried out to beam column node core area 6-4 crossing between frame column with described Vierendeel girder described in described supporting frame, first lay an expanded metal lath 6-1 respectively in the left and right sides of beam column node core area 6-4, current constructed beam column node core area 6-4 is the intersecting area of column 6-2 and crossbeam 6-3.Two described expanded metal lath 6-1 are all laid in crossbeam 6-3, two described expanded metal lath 6-1 are all vertical runs with crossbeam 6-3, two described expanded metal lath 6-1 are respectively the left plate net be laid on the left of constructed beam column node core area 6-4 and the right expanded metal lath be laid on the right side of the 6-4 of beam column node core area, 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 beam column node core area 6-4.The lateral stressed reinforcing bar 6-31 that multiple tracks is parallel laying is provided with in described crossbeam 6-3, lateral stressed reinforcing bar 6-31 described in multiple tracks is fastenedly connected by crossbeam stirrup one 6-32 that multiple tracks is laid from left to right and is integrated, and described in multiple tracks, crossbeam stirrup one 6-32 is all laid in crossbeam 6-3.Be provided with left crossbeam stirrup two 6-33 on the left of described crossbeam 6-3, described left plate net is fastened and fixed on left crossbeam stirrup two 6-33, and described in described left crossbeam stirrup two 6-33 and multiple tracks, lateral stressed reinforcing bar 6-31 is fastenedly connected and is integrated.Be provided with right crossbeam stirrup two 6-34 on the right side of described crossbeam 6-3, described right expanded metal lath is fastened and fixed on right crossbeam stirrup two 6-34, and described in described right crossbeam stirrup two 6-34 and multiple tracks, lateral stressed reinforcing bar 6-31 is fastenedly connected and is integrated.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 the symmetrical laying of described right expanded metal lath, and d1=d2.Further,
wherein, h is the vertical height of crossbeam 6-3.Spacing between described left plate net and described right expanded metal lath is h+D, and wherein D is that the left and right of column 6-2 is to width.
During practice of construction, can according to specific needs, the value size of d1 and d2 be adjusted respectively.
Described crossbeam 6-3 be level to laying, and column 6-2 is in vertically to laying.In the present embodiment, be provided with column steel bar stress 6-21 that multiple tracks is parallel laying and the column stirrup 6-22 that multiple tracks is laid in described column 6-2 from top to bottom, column steel bar stress 6-21 described in multiple tracks is fastenedly connected by column stirrup 6-22 described in multiple tracks and is integrated.Lateral stressed reinforcing bar 6-31 described in multiple tracks is all parallel laying with crossbeam 6-3, and column steel bar stress 6-21 described in multiple tracks is all 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 according to specific needs, described left plate net and the thickness of described right expanded metal lath and the mesh size size of described left plate net and described right expanded metal lath are adjusted accordingly.
In the present embodiment, described left plate Netcom crosses additional fixing reinforcing bar one 6-51 that multiple tracks lays from top to bottom and is fixed on left crossbeam stirrup two 6-33, additional fixing reinforcing bar one 6-51 described in multiple tracks all in level to laying, and additional described in multiple tracks to fix reinforcing bar one 6-51 be all vertical runs with described crossbeam 6-3; Additional fixing reinforcing bar two 6-52 that described right expanded metal lath is from top to bottom laid by multiple tracks is fixed on right crossbeam stirrup two 6-34, additional fixing reinforcing bar two 6-52 described in multiple tracks all in level to laying, and additional described in multiple tracks to fix reinforcing bar two 6-52 be all vertical runs with described crossbeam 6-3.
During practice of construction, described left crossbeam stirrup two 6-33 is laid on the left of described left plate net, and described right crossbeam stirrup two 6-34 is laid on the right side of described right expanded metal lath.
In the present embodiment, described in multiple tracks, additional fixing reinforcing bar one 6-51 is all weldingly fixed on left crossbeam stirrup two 6-33, and described in multiple tracks, additional fixing reinforcing bar two 6-52 is all weldingly fixed on right crossbeam stirrup two 6-34.Described in described left plate net and multiple tracks between additional fixing reinforcing bar one 6-51 and all carry out colligation by tied silk between additional fixing reinforcing bar two 6-52 described in described right expanded metal lath and multiple tracks and fix.
Fixing reinforcing bar two 6-52 is added all in evenly laying described in additional fixing reinforcing bar one 6-51 described in multiple tracks and multiple tracks.Spacing described in neighbouring twice between additional fixing reinforcing bar one 6-51 and described in neighbouring twice between additional fixing reinforcing bar two 6-52 is 100mm ± 10mm, and the diameter of described additional fixing reinforcing bar one 6-51 and additional fixing reinforcing bar two 6-52 is Φ 10mm ± 2mm.In the present embodiment, spacing described in neighbouring twice between additional fixing reinforcing bar one 6-51 and described in neighbouring twice between additional fixing reinforcing bar two 6-52 is 100mm, and the diameter of described additional fixing reinforcing bar one 6-51 and additional fixing reinforcing bar two 6-52 is Φ 10mm.Actually add man-hour, according to specific needs, additional spacing of fixing between reinforcing bar two 6-52 described in described additional fixing reinforcing bar one 6-51 and the spacing of adding described in the diameter of fixing reinforcing bar two 6-52, neighbouring twice between additional fixing reinforcing bar one 6-51 and neighbouring twice can be adjusted accordingly.
In the present embodiment, after in step 2, the structure of reinforced concrete of institute's construction building completes, also need to carry out shutoff to bolt hole reserved on concrete structure in the reinforced concrete structure of having constructed, described concrete structure is described frame column, described load bearing wall or described shear wall.
Composition graphs 7-1, when the actual bolt hole to described concrete structure is reserved carries out shutoff, first carry out temporary plugging by a temporary plugging part to needing the inner of shutoff bolt hole, need to clog dry cement mortar in shutoff bolt hole and corresponding formation dry cement mortar packed configuration 7-3 to described from outside to inside again, even brushing one deck cement-base waterproof coating corresponding formation waterproof coating five 7-4 outside dry cement mortar packed configuration 7-3 afterwards, then even brushing one deck waterproofing mortar corresponding formation waterproof coating six 7-5 outside waterproof coating five 7-4, the described shutoff bolt hole that needs is be laid in the through hole on described concrete structure, described temporary plugging part is laid in inside described concrete structure, 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 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 the cross sectional dimensions of three is all identical with the described cross sectional dimensions of shutoff bolt hole that needs.
In the present embodiment, the spacing d=20mm between the external surface of described dry cement mortar packed configuration 7-3 and described concrete structure external surface.
During practice of construction, can according to specific needs, the value size of d be adjusted accordingly.
In the present embodiment, the thickness of described waterproof coating five 7-4 is less than the thickness of waterproof coating six 7-5.
Further, the thickness of described waterproof coating five 7-4 is 4mm ~ 8mm.During practice of construction, can according to specific needs, the thickness of waterproof coating five 7-4 be adjusted accordingly.
During practice of construction, described temporary plugging part is stopper.In the present embodiment, described stopper is conical stopper.
In the present embodiment, described concrete structure is in the vertical body of wall 7-1 to laying.During practice of construction, described concrete structure also can be the reinforced concrete structure of other type.
Reality, to when needing shutoff bolt hole to carry out shutoff, is first cleared up the foreign material needed in shutoff bolt hole with cylindricality brush, and moistening at construction first 3 hours water sprays; Afterwards, inside body of wall 7-1, tightly need shutoff bolt hole with described conical stopper is stifled, and from outside to inside to needing shutoff bolt hole to clog dry cement mortar until distance body of wall 7-1 external surface 20mm place, corresponding acquisition dry cement mortar packed configuration 7-3; After clogged dry cement mortar 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; Finally, adopt waterproofing mortar to carry out shutoff to needing shutoff bolt hole, and with body of wall 7-1 flush with outer surface after, watering maintenance is no less than 3 days, obtains waterproof coating six 7-5.
As shown in Fig. 8-1, in the present embodiment, carry out in work progress to the reinforced concrete structure of institute's construction building in step 2, before pouring construction is carried out to the lintel be positioned at above the hole 8-2 placing switchbox, first on the bed die of building shaping constructed lintel, offer multiple fulgurite installing port.
Described lintel is reinforced concrete lintel 8-1, and the two ends, left and right of described reinforced concrete lintel 8-1 are supported on Left-side support wall 8-3 and Right side support wall 8-4 respectively, and described hole 8-2 is between Left-side support wall 8-3 and Right side support wall 8-4; The casing top of described switchbox is provided with the through wires hole that multiple current supply cable penetrates; Described Left-side support wall 8-3 and Right side support wall 8-4 is shear wall; The quantity of multiple described fulgurite installing port is identical with the quantity of multiple described through wires hole, and the installation position of multiple described fulgurite installing port and the installation position one_to_one corresponding of multiple described through wires hole, multiple described fulgurite installing port is laid in directly over multiple described through wires hole respectively; Multiple described fulgurite installing port is all provided with the embedded threading pipe 8-5 that a current supply cable passes, the length that described bed die is stretched out in described embedded threading pipe 8-5 bottom is not less than 30mm, and embedded threading pipe 8-5 top is stretched out outside described forming panel; Multiple described fulgurite installing port is 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 embedded threading pipe 8-5.
In the present embodiment, the large 2mm of external diameter of the relative aperture embedded threading pipe 8-5 of described fulgurite installing port.
During practice of construction, can according to specific needs, the caliber size of described fulgurite installing port be adjusted accordingly.
In the present embodiment, the length that described bed die is stretched out in described embedded threading pipe 8-5 bottom is 30mm.During practice of construction, can according to specific needs, the length that described bed die is stretched out in described embedded threading pipe 8-5 bottom be adjusted accordingly.
During practice of construction, first according to fulgurite poling position, specification and quantity, the bed die of described Cast-in-situ Beam leaves multiple described fulgurite installing port, and correspondingly on each fulgurite installing port, an embedded threading pipe 8-5 is all installed, the installation position one_to_one corresponding of multiple through wires hole set by the installation position of multiple described fulgurite installing port and the casing top of described switchbox, and each embedded threading pipe 8-5 stretches into below described Cast-in-situ Beam fixing after 30mm, and teeming concrete.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. a building foundation and main structure construction technique, institute's construction building is frame construction or frame-shear-wall structure, institute's construction building is divided into multiple floor from top to bottom, separated by one deck floor between neighbouring two described floors, described in multilayer, floor is all supported by load-carrying members, and the floor of multiple described floor and load-carrying members are all built and are integrated; Load-carrying members described in described frame construction are supporting frame, load-carrying members described in described frame-shear-wall structure are supporting frame and shear wall, described supporting frame forms by multiple tracks Vierendeel girder with to the frame column that Vierendeel girder described in multiple tracks supports, described Vierendeel girder, described frame column and described shear wall are reinforced concrete structure, it is characterized in that this technique comprises the following steps:
Step one, pile foundation construction, its work progress is as follows:
Step 101, bored pile construction: multiple bored pile (1-1) of constructing in the foundation ditch excavating formation in advance, the structure of multiple described bored pile (1-1) is all identical with size; After multiple described bored pile (1-1) has all been constructed, tiled in the bottom of described foundation ditch one deck concrete cushion (1-2); In this step, the stake top mark of the bored pile (1-1) of having constructed is high than its design of pile top absolute altitude height h1, wherein h1 > 50mm, the part that described bored pile (1-1) exceeds described concrete cushion (1-2) is pile crown;
Step 102, pile head waterproofing: respectively waterproofing work is carried out to the pile crown of the multiple described bored pile (1-1) of having constructed in step 101, the method for waterproofing of multiple described bored pile (1-1) pile crown is all identical; When pile crown for any one bored pile (1-1) carries out waterproofing work, process is as follows:
Step I, stake top concrete chisel removal: the concrete chisel removal at current handled pile crown top is exposed main muscle (1-11), and after cutting concrete the elevation of top of current handled pile crown than its design of pile top absolute altitude height 45mm ~ 55mm;
Step II, waterproofing materials brushing: even brushing one deck cement group water-proofing material on the top and surrounding sidewall of current handled pile crown and on the concrete cushion (1-2) of current handled pile crown surrounding side, wherein the width of the upper brushing cement group water-proofing material of concrete cushion (1-2) of current handled pile crown surrounding side is not less than 200mm;
Step III, coil waterproof layer are constructed: one coil waterproof layer (1-5) of constructing on the surrounding sidewall of current handled pile crown, and described coil waterproof layer (1-5) top is mutually concordant with current handled pile crown top;
Step IV, water-swellable sealing collar are installed: each road main muscle (1-11) root exposed at current handled pile crown top all installs a water-swellable sealing collar (1-8);
Step V, repeatedly repeat step I to step IV, until complete the waterproofing work process of multiple described bored pile (1-1) pile crown;
Step 103, pea gravel concreten topping are constructed: described concrete cushion (1-2) upper tiling one deck pea gravel concreten topping (1-7) in a step 101, the elevation of top of described pea gravel concreten topping (1-7) is lower than the design of pile top absolute altitude of current handled pile crown, and the middle and lower part of coil waterproof layer described in step III (1-5) is embedded in pea gravel concreten topping (1-7);
Step 104, sole plate are constructed: at described pea gravel concreten topping (1-7) and multiple described bored pile (1-1) top construction sole plate, described sole plate is armored concrete slab, described sole plate and multiple described bored pile (1-1) are built and are integrated, and the main muscle in each road (1-11) that in step I, current handled pile crown top is exposed all is fastenedly connected with the baseplate reinforcing bar cage in described sole plate and is integrated;
Step 2, structure of reinforced concrete: on the described sole plate of having constructed at step 104, divide the reinforced concrete structure of multiple floor to institute's construction building to construct from the bottom to top, and the construction method of each floor is all identical; Wherein, to when the steel concrete of any one floor is constructed in institute's construction building, first pouring construction is carried out to the load-carrying members of current institute construction floor, then pouring construction is carried out to the floor of current institute construction floor;
Described in sole plate described in step 104 and step 2, floor is Bars In Poured Concrete Slab, and described sole plate is all identical with the construction method of described floor; In practice of construction process, before pouring construction is carried out to described Bars In Poured Concrete Slab, first lay a Bars In Poured Concrete Slab elevation control device; Described Bars In Poured Concrete Slab elevation control device comprise be laid in current constructed Bars In Poured Concrete Slab forming panel in four marks reinforcing bar (2-1) and colligation identify the two absolute altitude control lines one (2-2) on reinforcing bar (2-1) in four, four described mark reinforcing bars (2-1) form a quadrangle absolute altitude control zone, four described mark reinforcing bars (2-1) are laid on four summits of described quadrangle absolute altitude control zone respectively, and two described absolute altitude control lines one (2-2) are laid on two diagonal of described quadrangle absolute altitude control zone respectively; Four described mark reinforcing bars (2-1) all in vertically to laying; Four length of sides of described quadrangle absolute altitude control zone are all not more than 6m; Four described mark reinforcing bars (2-1) are provided with an absolute altitude control member, two described absolute altitude control lines one (2-2) are all laid in same level with the upper set absolute altitude control member of four described mark reinforcing bars (2-1), and the height of four upper set absolute altitude control members of described mark reinforcing bar (2-1) is all greater than the Concrete Design absolute altitude of constructed Bars In Poured Concrete Slab; After described Bars In Poured Concrete Slab elevation control device has been laid, pouring construction is carried out to described Bars In Poured Concrete Slab, and carry out in pouring construction process to described Bars In Poured Concrete Slab, control according to the floor elevation of two described absolute altitude control lines one (2-2) to current Bars In Poured Concrete Slab of constructing;
Wherein, to when described in step 104, sole plate is constructed, four described mark reinforcing bars (2-1) are all fixed on described baseplate reinforcing bar cage; When floor described in step 2 is constructed, on the reinforcing cage set by the supporting frame that four described mark reinforcing bars (2-1) to be all fixed on floor bar cage set in current constructed floor or to support current construct floor;
Step 3, masonry construction: after described in step 2, structure of reinforced concrete completes, build by laying bricks or stones the infilled wall (3-1) on each floor.
2. according to a kind of building foundation according to claim 1 and main structure construction technique, it is characterized in that: carry out in building process to described infilled wall (3-1) in step 3, when constructed infilled wall (3-1) is connected with the concrete structure of having constructed in advance, also need to process the junction between constructed infilled wall (3-1) and described concrete structure, its processing procedure is as follows:
Step I, connecting sewing mortar are clogged: carry out in building process to constructed infilled wall (3-1), connecting sewing mortar between constructed infilled wall (3-1) and described concrete structure is clogged closely knit, and forms filled with mortar seam (3-3); Connecting sewing between institute's construction infilled wall (3-1) and described concrete structure stitches and is widely less than 10mm;
Step II, polymer mortar oblique angle cushion construction: after constructed infilled wall (3-1) has been built by laying bricks or stones, 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 symmetrically laid; A right-angle side at described polymer mortar oblique angle bed course one (3-41) and described concrete structure are close to and the inside wall that its another right-angle side and filled with mortar stitch (3-3) is close to, and a right-angle side at described polymer mortar oblique angle bed course two (3-42) and described concrete structure are close to and the lateral wall that its another right-angle side and filled with mortar stitch (3-3) is close to; Described polymer mortar oblique angle bed course one (3-41) and filled with mortar stitchs the right angle length of side and polymer mortar oblique angle bed course two (3-42) that (3-3) be close to and filled with mortar and are stitched the right angle length of side that (3-3) be close to and be all greater than filled with mortar to stitch the seam of (3-3) wide;
Step III, large area plastering construction: on the outboard sidewalls of constructed 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 are constructed: be coated with respectively at floated coat one (3-81) and floated coat two (3-82) outside 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: non-woven fabrics one (3-61) together with pasting outside the connecting sewing between putty layer one (3-91) with described concrete structure inside wall, and scrape one deck putty in the painting of non-woven fabrics one (3-61) outside; Meanwhile, non-woven fabrics two (3-62) together with pasting outside the connecting sewing between putty layer two (3-92) with described concrete structure lateral wall, and scrape one deck putty in the painting of non-woven fabrics two (3-62) outside.
3. according to a kind of building foundation described in claim 1 or 2 and main structure construction technique, it is characterized in that: carry out in work progress to the frame construction of institute's construction building in step 2, stair of marking time of also need constructing between neighbouring two floors of having constructed in described frame construction; Actual when described stair of marking time are constructed, adopt the stair step typified form be processed in advance to the stair of marking time of constructing shape;
Described stair step typified form comprises in the support frame being tilted to laying (4-1), from the bottom to top support frame (4-1) top is supported and the adjustable upper adjustable support member of bearing height, from the bottom to top support frame (4-1) bottom is supported and the adjustable lower adjustable support member of bearing height and be from top to bottom laid in support frame (4-1) bottom multiple tracks kickplate (4-2), the angle of inclination of described support frame (4-1) with the mark time angle of inclination of stair of constructing identical, kickplate described in multiple tracks (4-2) is all in vertically to laying, and the structure of kickplate described in multiple tracks (4-2) is all identical with size, the transverse width of kickplate described in multiple tracks (4-2) with the mark time width of stair of constructing identical, kickplate described in multiple tracks (4-2) is in evenly laying, level interval described in neighbouring twice between kickplate (4-2) is identical with described width of marking time, and vertical spacing described in neighbouring twice between kickplate (4-2) is identical with described height of marking time, described support frame (4-1) is steel framework, kickplate described in multiple tracks (4-2) is flat plate, and every described kickplate (4-2) together is all fastened and fixed in support frame (4-1) bottom by an angle steel (4-3).
4. according to a kind of building foundation described in claim 1 or 2 and main structure construction technique, it is characterized in that: before pouring construction is carried out to described Bars In Poured Concrete Slab, also need first indwelling ater-casting or constuction joint on current constructed Bars In Poured Concrete Slab; Current constructed Bars In Poured Concrete Slab inside is provided with bottom layer of the reinforcing steel net (5-3) and is laid in the top mat (5-4) directly over bottom layer of the reinforcing steel net (5-3);
Wherein, on current constructed Bars In Poured Concrete Slab during indwelling ater-casting, first in the upper laying two side templates one (5-12) of the soffit formwork (5-1) for building shaping current constructed Bars In Poured Concrete Slab, the symmetrical laying of two described side templates one (5-12) and the two is parallel laying, the spacing between two described side templates one (5-12) is identical with needing the width of indwelling ater-casting; Installation position and the position consistency needing indwelling ater-casting of two described side templates one (5-12); Two described side templates one (5-12) all with soffit formwork (5-1) in vertical runs;
On current constructed Bars In Poured Concrete Slab during indwelling constuction joint, first in upper laying side template two (5-22) of the soffit formwork (5-1) for building shaping current constructed Bars In Poured Concrete Slab, installation position and the position consistency needing indwelling constuction joint of described side template two (5-22); Described side template two (5-22) and soffit formwork (5-1) are in vertical runs;
The bottom of described side template one (5-12) and side template two (5-22) is provided with the lower plywood (5-5) protected bottom layer of the reinforcing steel net (5-3), described lower plywood (5-5) is laid on soffit formwork (5-1), described side template one (5-12) and side template two (5-22) are all fixedly mounted on lower plywood (5-5), and described bottom layer of the reinforcing steel net (5-3) is supported on described lower plywood (5-5); The top of described side template one (5-12) and side template two (5-22) is provided with the top plate (5-6) protected top mat (5-4), 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 and multiplely supplies the reinforcement installation groove one (5-9) that in top mat (5-4), each transverse reinforcement one (5-41) is installed respectively, and the bottom of described side template one (5-12) and side template two (5-22) all offers and multiplely supplies the reinforcement installation groove two (5-10) that in bottom layer of the reinforcing steel net (5-3), each transverse reinforcement two (5-31) is installed respectively.
5. according to a kind of building foundation described in claim 1 or 2 and main structure construction technique, it is characterized in that: when pouring construction being carried out to the supporting frame of current institute construction floor in step 2, before pouring construction is carried out to beam column node core area (6-4) crossing between frame column with described Vierendeel girder described in described supporting frame, first lay an expanded metal lath (6-1) respectively in the left and right sides of beam column node core area (6-4), the intersecting area that current constructed beam column node core area (6-4) is column (6-2) and crossbeam (6-3); Two described expanded metal laths (6-1) are all laid in crossbeam (6-3), two described expanded metal laths (6-1) all with crossbeam (6-3) in vertical runs, two described expanded metal laths (6-1) are respectively the left plate net being laid in left side, constructed beam column node core area (6-4) and the right expanded metal lath being laid in right side, beam column node core area (6-4), 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 beam column node core area (6-4); The lateral stressed reinforcing bar (6-31) that multiple tracks is parallel laying is provided with in described crossbeam (6-3), lateral stressed reinforcing bar (6-31) described in multiple tracks is fastenedly connected by the crossbeam stirrup one (6-32) that multiple tracks is laid from left to right and is integrated, and crossbeam stirrup one (6-32) described in multiple tracks is all laid in crossbeam (6-3); Described crossbeam (6-3) left side is provided with left crossbeam stirrup two (6-33), described left plate net is fastened and fixed on left crossbeam stirrup two (6-33), and described left crossbeam stirrup two (6-33) is fastenedly connected with lateral stressed reinforcing bar (6-31) described in multiple tracks and is integrated; Described crossbeam (6-3) right side is provided with right crossbeam stirrup two (6-34), described right expanded metal lath is fastened and fixed on right crossbeam stirrup two (6-34), and described right crossbeam stirrup two (6-34) is fastenedly connected with lateral stressed reinforcing bar (6-31) described in multiple tracks and is integrated; 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 a kind of building foundation described in claim 1 or 2 and main structure construction technique, it is characterized in that: after in step 2, the structure of reinforced concrete of institute's construction building completes, also need to carry out shutoff to bolt hole reserved on concrete structure in the reinforced concrete structure of having constructed, described concrete structure is described frame column, described load bearing wall or described shear wall, when the actual bolt hole to described concrete structure is reserved carries out shutoff, first carry out temporary plugging by a temporary plugging part to needing the inner of shutoff bolt hole, need to clog dry cement mortar in shutoff bolt hole and corresponding formation dry cement mortar packed configuration (7-3) to described from outside to inside again, evenly brushing one deck cement-base waterproof coating corresponding formation waterproof coating five (7-4) in dry cement mortar packed configuration (7-3) outside afterwards, then evenly brushing one deck waterproofing mortar corresponding formation waterproof coating six (7-5) in waterproof coating five (7-4) outside, the described shutoff bolt hole that needs is be laid in the through hole on described concrete structure, described temporary plugging part is laid in inside described concrete structure, 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 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 the cross sectional dimensions of three is all identical with the described cross sectional dimensions of shutoff bolt hole that needs.
7. according to a kind of building foundation described in claim 1 or 2 and main structure construction technique, it is characterized in that: carry out in work progress to the reinforced concrete structure of institute's construction building in step 2, before pouring construction is carried out to the lintel being positioned at the top, hole (8-2) of placing switchbox, first on the bed die of building shaping constructed lintel, offer multiple fulgurite installing port;
Described lintel is reinforced concrete lintel (8-1), the two ends, left and right of described reinforced concrete lintel (8-1) are supported on Left-side support wall (8-3) and Right side support wall (8-4) respectively, and described hole (8-2) is positioned between Left-side support wall (8-3) and Right side support wall (8-4); The casing top of described switchbox is provided with the through wires hole that multiple current supply cable penetrates; Described Left-side support wall (8-3) and Right side support wall (8-4) are shear wall; The quantity of multiple described fulgurite installing port is identical with the quantity of multiple described through wires hole, and the installation position of multiple described fulgurite installing port and the installation position one_to_one corresponding of multiple described through wires hole, multiple described fulgurite installing port is laid in directly over multiple described through wires hole respectively; Multiple described fulgurite installing port is all provided with the embedded threading pipe (8-5) that a current supply cable passes, the length that described bed die is stretched out in described embedded threading pipe (8-5) bottom is not less than 30mm, and embedded threading pipe (8-5) top is stretched out outside described forming panel; Multiple described fulgurite installing port is 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 embedded threading pipe (8-5).
8. according to a kind of building foundation according to claim 4 and main structure construction technique, 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 the square wood strip one (5-81) be fixed on by clench nail on soffit formwork (5-1), described square wood strip one (5-81) and its spacing side template one (5-12) are in parallel laying, and the inside wall of the inside wall of square wood strip one (5-81) and its spacing side template one near, the height of described square wood strip one (5-81) is greater than the thickness of described lower plywood (5-5);
Described template positioning limiting fixator two comprises and is fixed on square wood strip two (5-82) on soffit formwork (5-1) and multiple tracks by described clench nail and fixes square wood strip two (5-82) from front to back and in the square wood strip three (5-83) being tilted to laying, the upper level of described square wood strip two (5-82) is higher than the upper level of lower plywood (5-5), described square wood strip two (5-82) and its spacing side template two (5-22) are in parallel laying, and the inside wall of the inside wall of square wood strip two (5-82) and its spacing side template two (5-22) near, the bottom of described square wood strip three (5-83) is propped up and is withstood on soffit formwork (5-1), the top of described square wood strip three (5-83) is fixed on top plate (5-6) that institute's limiting side template two (5-22) is installed.
9. according to a kind of building foundation according to claim 5 and main structure construction technique, it is characterized in that: described left plate Netcom crosses the additional fixing reinforcing bar one (6-51) that multiple tracks lays from top to bottom and is fixed on left crossbeam stirrup two (6-33), additional fixing reinforcing bar one (6-51) described in multiple tracks all in level to laying, and described in multiple tracks additional fix reinforcing bar one (6-51) all with described crossbeam (6-3) in vertical runs; The additional fixing reinforcing bar two (6-52) that described right expanded metal lath is from top to bottom laid by multiple tracks is fixed on right crossbeam stirrup two (6-34), additional fixing reinforcing bar two (6-52) described in multiple tracks all in level to laying, and described in multiple tracks additional fix reinforcing bar two (6-52) all with described crossbeam (6-3) in vertical runs.
10. according to a kind of building foundation described in claim 1 or 2 and main structure construction technique, it is characterized in that: time in step I by the concrete chisel removal at current handled pile crown top, first eject cut-sytle pollination line at the above 45mm ~ 55mm place of design of pile top absolute altitude of current handled pile crown, then to cut a circle with cutting machine along cut-sytle pollination line place and cut bosom apart from the distance of main muscle (1-11) be 8mm ~ 12mm; Separate the main muscle (1-11) above cut-sytle pollination line with electric hammer afterwards, and abolish the inner concrete above cut-sytle pollination line with pneumatic pick, the cutter equating of stake top is whole; Cement group water-proofing material described in step II is cement based penetration crystallization type water proofing paint;
In step 2, the quantity of the interior set described Bars In Poured Concrete Slab elevation control device of the forming panel of current constructed Bars In Poured Concrete Slab is one or more; When described Bars In Poured Concrete Slab elevation control device is laid, first by the elevation line pilot measurement of D above the plate face design elevation of current constructed Bars In Poured Concrete Slab on four described mark reinforcing bars (2-1), and described absolute altitude control member is laid in the elevation line of pilot measurement; Afterwards, the upper described absolute altitude control line one (2-2) of colligation two of four described mark 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) are all laid in same level with the upper set absolute altitude control member of four described mark reinforcing bars (2-1); Then, carry out pouring construction to current constructed Bars In Poured Concrete Slab, two described absolute altitude control lines measure the plate face design elevation of Xmm by current construction Bars In Poured Concrete Slab downwards once (2-2) residing horizontal plane, wherein D=45mm ~ 55mm.
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| 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 |
| CN105507348B (en) * | 2015-11-30 | 2017-06-16 | 中国建筑第八工程局有限公司 | The waterproof construction method and structure of basement detached column and Vierendeel girder in junction |
| 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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| CN201254836Y (en) * | 2008-09-02 | 2009-06-10 | 蒋文章 | Height controller for cast-in-situ floor |
| CN102061753A (en) * | 2009-11-15 | 2011-05-18 | 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 |
| CN102080390A (en) * | 2010-11-23 | 2011-06-01 | 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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| 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 |
| CN102061753A (en) * | 2009-11-15 | 2011-05-18 | 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 |
| CN102080390A (en) * | 2010-11-23 | 2011-06-01 | 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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