CN1963110A - Construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete - Google Patents
Construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete Download PDFInfo
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- CN1963110A CN1963110A CN 200610136768 CN200610136768A CN1963110A CN 1963110 A CN1963110 A CN 1963110A CN 200610136768 CN200610136768 CN 200610136768 CN 200610136768 A CN200610136768 A CN 200610136768A CN 1963110 A CN1963110 A CN 1963110A
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Abstract
The invention involves a construction method to reforming the brick-and-concrete composite construction large space. It installs boundary beams which are casted with the wall into one unit on the two sides of the top bearing wall which is to be removed, the main construction steps is: cuttering the boundary beam linking holes, casting the holes through the short beam hole of wall and the beam; butting the beam and the die carrier; paving the bottom mould of beam; binding the beam reinforcement; butting the side mould of beam; casting the beam with concrete; curing the concrete and demoding; curing the concrete by trickling; removing the brick bearing wall. It could maintain the original force state of floor in greatest limit, avoid the floor structure deformation, ensure the overall stiffness of original structure and the safety and reliability of renovation project, and the speed of construction is fast, cost is low and operation is easy.
Description
Technical field
The present invention relates to a kind of construction techniques, particularly a kind of brick mix structure large-space rebuilding method.
Background technology
In order to save investment in fixed assets, to avoid overlapping construction, the protection environment reduces the generation of building waste, and some owner units need carry out large-space rebuilding to the house of original brick mix structure, satisfy present stage and estimate the requirement of following function of use.Brick mix structure large-space rebuilding method at present commonly used is to shore reinforcing to being bearing between bearing bricks the hollowcore slab on the wall earlier, removes wall between bearing bricks again, adds beam at last again, and there is following defective in this method:
Though can determine by calculating the required supporting force of floor before the dismounting load bearing wall, but the tightness that when implementing to shore, floor is held out against can only be artificial control, and shore and to replace former load bearing wall fully, be difficult to keep original stress, be difficult to guarantee that floor in original position upper and lower displacement does not take place, push up the too tight or too loose original stress of floor that all can change, floor slab structure is deformed, cause the floor cracking, can produce certain influence to the integral rigidity of original structure unavoidably, make the safety of large-space rebuilding be subjected to certain influence.
Summary of the invention
The object of the present invention is to provide a kind of new brick mix structure large-space rebuilding method, it can keep the original stress of floor to greatest extent, avoid floor slab structure to deform, guarantee the integral rigidity of original structure, guarantee that improvement project is safe and reliable, and speed of application is fast, and cost is low, and is easy to operate.
Technical scheme of the present invention is: construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete, and it is that its job practices is undertaken by following steps in sequence at the side bar that both sides are provided with respectively and a wall pours into an integrated entity on load bearing wall top to be removed:
Step 1: selected to be removed between wall 1, calculate width and height that institute adds side bar 2 according to a conventional method, cutter one is arranged side bar connecting hole 3 in side bar 2 altitude ranges on a wall 1 top;
Step 2: floor upper edge side bar 2 length directions between bearing bricks in width range wall 1 both sides, side bar 2 are cut a hole a beam concreting hole 4 on every hollowcore slab 5;
Step 3: calculate the width of determining beam support for shuttering 6 according to a conventional method, take beam support for shuttering 6;
Step 4: calculate according to a conventional method and determine beam bottom board 7 thickness and keel size spacing, lay beam bottom board 7;
Step 5: colligation beam steel, first colligation are installed short beam reinforcing cage through walls, colligation side bar reinforcing bar again;
Step 6: a side template 8, side template 8 adopts usual manner to fix, the steam vent when concrete casting is reserved at the two ends of side template 8;
Step 7: pouring beam concrete;
Step 8: concrete curing, form removal; Concrete adopts showering curing, does with the condition curing test block, after pressure testing reaches regulation and stipulation form removal intensity, removes beam bottom board 7, side template 8;
Step 9: remove wall 1 between bearing bricks.
As to further improvement of the present invention, the spacing between the described side bar connecting hole 3 is the 800-1000mm scope;
As to further improvement of the present invention, described step 2 central sill concreting hole 4 is positioned at the hollow position of hollowcore slab 5.
As to further improvement of the present invention, beam bottom board 7 width are consistent with the width of side bar 2 in the described step 3.
As to further improvement of the present invention, side template 8 adopts and opens the diagonal brace mode and fix in the described step 6.
As to further improvement of the present invention, the concrete pouring type of described step 7 central sill is from one end to the other side to advance, after adopting the pouring of small vibrating rod to vibrate to finish by the hole, more later again supplementary irrigation once, concrete reaches closely knit full state.
Beneficial effect of the present invention is:
Principle of the present invention is wall both sides cast-in-situ steel reinforced concrete beam between bearing bricks, make wall support floor and be converted to beam support floor safely, remove wall between bearing bricks then, form large space, and shore reinforcing to being bearing between bearing bricks the cassette ceiling on the wall in advance, remove method that wall between bearing bricks adds beam more relatively, the present invention is the replacement of promptly having finished the load-bearing thing before wall is removed between bearing bricks, between replaced thing and alternative, do not need the interim supporter in the work progress, also just avoided of the stress influence of interim supporter application of force inequality to floor, can keep the original stress of floor to greatest extent, guarantee that floor in original position upper and lower displacement does not take place, avoid floor slab structure to deform, guarantee the integral rigidity of original structure.It is fast to have speed of application simultaneously, and cost is low, and easy to operate advantage can guarantee that improvement project is safe and reliable, has practicality, has saved required time of interim supporter and expense.
Description of drawings
Fig. 1 is a structural representation of the present invention;
Fig. 2 is a construction view of the present invention.
Among the figure: a wall-1, side bar-2, side bar connecting hole-3, beam concreting hole-4, hollowcore slab-5, beam support for shuttering-6, beam bottom board-7, side template-8.
The specific embodiment
Embodiment 1:
Certain staff canteen of company improvement project, totally four layers of this buildings adopt the present invention to transform one, two layer of two cubicle as big room, and the span between the double-girder replacement of bearing wall is 6.6m.Its job practices is undertaken by following steps in sequence:
Step 1: wall 1 between selected two cubicles to be removed, structural approach calculates width and the height that institute adds side bar 2 routinely, and cutter one is arranged side bar connecting hole 3 in side bar 2 altitude ranges on a wall 1 top, and the spacing between the side bar connecting hole 3 is 900mm;
Step 2: floor upper edge side bar 2 length directions between bearing bricks in width range wall 1 both sides, side bar 2 are cut a hole a beam concreting hole 4 on every hollowcore slab 5, beam concreting hole 4 is positioned at the hollow position of hollowcore slab 5, avoids the rib of hollowcore slab 5;
Step 3: calculate the width of determining beam support for shuttering 6, take beam support for shuttering 6, the width of support for shuttering 6 is not more than 45 degree for satisfying diagonal brace and horizontal sextant angle;
Step 4: calculate and determine beam bottom board 7 thickness and keel size spacing, lay beam bottom board 7, beam bottom board 7 width are consistent with the width of side bar 2;
Step 5: colligation beam steel, first colligation are installed short beam reinforcing cage through walls, colligation side bar reinforcing bar again;
Step 6: a side template 8, it is fixing that the diagonal brace mode is opened in side template 8 employings, the steam vent when concrete casting is reserved at the two ends of side template 8;
Step 7: pouring beam concrete; The concrete pouring type of beam is from one end to the other side to advance, after adopting the pouring of small vibrating rod to vibrate to finish by the hole, more later again supplementary irrigation once make every effort to closely knit full.
Step 8: concrete curing, form removal; Concrete adopts showering curing, does with the condition curing test block, after pressure testing reaches regulation and stipulation form removal intensity, removes beam bottom board 7, side template 8;
Step 9: remove wall 1 between bearing bricks, take the dismounting frame before the dismounting, slowly carry out from top to bottom during dismounting, big brick adopts manually to transmit from top to bottom and transports.
This engineering construction quality reaches related standards through check, is subjected to owner's favorable comment, and cassette ceiling does not produce at all downward displacement, has guaranteed the general safety of structure.
Certain hotel improvement project, this building totally five layers transform the hotel as by office building, changes two offices of Stall into hotel hall, and the double-girder replacement of bearing wall span is 9.6m.Its job practices is undertaken by following steps in sequence:
Step 1: wall 1 between selected two cubicles to be removed, structural approach calculates width and the height that institute adds side bar 2 routinely, and cutter one is arranged side bar connecting hole 3 in side bar 2 altitude ranges on a wall 1 top, and the spacing between the side bar connecting hole 3 is 800mm;
Step 2: floor upper edge side bar 2 length directions between bearing bricks in width range wall 1 both sides, side bar 2 are cut a hole a beam concreting hole 4 on every hollowcore slab 5, beam concreting hole 4 is positioned at the hollow position of hollowcore slab 5, avoids the rib of hollowcore slab 5;
Step 3: calculate the width of determining beam support for shuttering 6, take beam support for shuttering 6, the width of support for shuttering 6 is not more than 45 degree for satisfying diagonal brace and horizontal sextant angle;
Step 4: calculate and determine beam bottom board 7 thickness and keel size spacing, lay beam bottom board 7, beam bottom board 7 width are consistent with the width of side bar 2;
Step 5: colligation beam steel, first colligation are installed short beam reinforcing cage through walls, colligation side bar reinforcing bar again;
Step 6: a side template 8, it is fixing that the diagonal brace mode is opened in side template 8 employings, the steam vent when concrete casting is reserved at the two ends of side template 8;
Step 7: pouring beam concrete; The concrete pouring type of beam is from one end to the other side to advance, after adopting the pouring of small vibrating rod to vibrate to finish by the hole, more later again supplementary irrigation once make every effort to closely knit full.
Step 8: concrete curing, form removal; Concrete adopts showering curing, does with the condition curing test block, after pressure testing reaches regulation and stipulation form removal intensity, removes beam bottom board 7, side template 8;
Step 9: remove wall 1 between bearing bricks, take the dismounting frame before the dismounting, slowly carry out from top to bottom during dismounting, big brick adopts manually to transmit from top to bottom and transports.
Construction quality reaches related standards through check, and cassette ceiling does not produce at all downward displacement, has guaranteed the general safety of structure.
Embodiment 3
Certain teaching building improvement project, totally five layers of this buildings, former two the little classroom of each layer change a lyceum into, and the double-girder replacement of bearing wall span is 7.2m.Its job practices is undertaken by following steps in sequence:
Step 1: wall 1 between selected two cubicles to be removed, structural approach calculates width and the height that institute adds side bar 2 routinely, and cutter one is arranged side bar connecting hole 3 in side bar 2 altitude ranges on a wall 1 top, and the spacing between the side bar connecting hole 3 is 1000mm;
Step 2: floor upper edge side bar 2 length directions between bearing bricks in width range wall 1 both sides, side bar 2 are cut a hole a beam concreting hole 4 on every hollowcore slab 5, beam concreting hole 4 is positioned at the hollow position of hollowcore slab 5, avoids the rib of hollowcore slab 5;
Step 3: calculate the width of determining beam support for shuttering 6, take beam support for shuttering 6, the width of support for shuttering 6 is not more than 45 degree for satisfying diagonal brace and horizontal sextant angle;
Step 4: calculate and determine beam bottom board 7 thickness and keel size spacing, lay beam bottom board 7, beam bottom board 7 width are consistent with the width of side bar 2;
Step 5: colligation beam steel, first colligation are installed short beam reinforcing cage through walls, colligation side bar reinforcing bar again;
Step 6: a side template 8, it is fixing that the diagonal brace mode is opened in side template 8 employings, the steam vent when concrete casting is reserved at the two ends of side template 8;
Step 7: pouring beam concrete; The concrete pouring type of beam is from one end to the other side to advance, after adopting the pouring of small vibrating rod to vibrate to finish by the hole, more later again supplementary irrigation once make every effort to closely knit full.
Step 8: concrete curing, form removal; Concrete adopts showering curing, does with the condition curing test block, after pressure testing reaches regulation and stipulation form removal intensity, removes beam bottom board 7, side template 8;
Step 9: remove wall 1 between bearing bricks, take the dismounting frame before the dismounting, slowly carry out from top to bottom during dismounting, big brick adopts manually to transmit from top to bottom and transports.
Construction quality reaches related standards through check, and cassette ceiling does not produce at all downward displacement, has guaranteed the general safety of structure.
The present invention as long as adopted the large-space rebuilding mode of wall both sides cast-in-situ steel reinforced concrete beam between bearing bricks, promptly belongs to protection scope of the present invention including but not limited to above-mentioned embodiment.
Claims (7)
1, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete is characterized in that: it is that its job practices is undertaken by following steps in sequence at the side bar that both sides are provided with respectively and a wall pours into an integrated entity on load bearing wall top to be removed:
Step 1: selected to be removed between wall (1), calculate width and height that institute adds side bar (2) according to a conventional method, side bar (2) altitude range on a wall (1) top in, cut a hole one and arrange side bar connecting hole (3);
Step 2: floor upper edge side bar (2) length direction in width range wall between bearing bricks (1) both sides, side bar (2) is gone up a cutter beam concreting hole (4) at every hollowcore slab (5);
Step 3: calculate the width of determining beam support for shuttering (6) according to a conventional method, take beam support for shuttering (6);
Step 4: calculate according to a conventional method and determine beam bottom board (7) thickness and keel size spacing, lay beam bottom board (7);
Step 5: colligation beam steel, first colligation are installed short beam reinforcing cage through walls, colligation side bar reinforcing bar again;
Step 6: a side template (8), side template (8) adopt usual manner to fix, the steam vent when concrete casting is reserved at the two ends of side template (8);
Step 7: pouring beam concrete;
Step 8: concrete curing, form removal; Concrete adopts showering curing, does with the condition curing test block, after pressure testing reaches regulation and stipulation form removal intensity, removes beam bottom board (7), side template (8);
Step 9: remove wall (1) between bearing bricks.
2, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete according to claim 1 is characterized in that: the spacing between the described side bar connecting hole (3) is the 800-1000mm scope.
3, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete according to claim 1 is characterized in that: described step 2 central sill concreting hole (4) is positioned at the hollow position of hollowcore slab (5).
4, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete according to claim 1 is characterized in that: beam bottom board in the described step (7) width is consistent with the width of side bar (2).
5, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete according to claim 1 is characterized in that: side template in the described step 6 (8) employing is opened the diagonal brace mode and is fixed.
6, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete according to claim 5 is characterized in that: the width of support for shuttering in the described step 3 (6) satisfies diagonal brace and horizontal sextant angle is not more than 45 requirements of spending.
7, construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete according to claim 1, it is characterized in that: the concrete pouring type of described step 7 central sill is from one end to the other side to advance, after adopting the pouring of small vibrating rod to vibrate to finish by the hole, supplementary irrigation turn one's head again more once, and concrete reaches closely knit full state.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200610136768 CN1963110A (en) | 2006-11-29 | 2006-11-29 | Construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200610136768 CN1963110A (en) | 2006-11-29 | 2006-11-29 | Construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete |
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| CN1963110A true CN1963110A (en) | 2007-05-16 |
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| CN 200610136768 Pending CN1963110A (en) | 2006-11-29 | 2006-11-29 | Construction method for large-space rebuilding and double-girder replacement of bearing wall made of brick and concrete |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104088473A (en) * | 2014-07-17 | 2014-10-08 | 湖南大兴加固改造工程有限公司 | Construction structure and method used for underpinning load-bearing wall |
| CN105019650A (en) * | 2014-04-18 | 2015-11-04 | 集佳绿色建筑科技有限公司 | Wire slot filling technology for wire slot formed in hollow brick wall body |
| CN106639345A (en) * | 2016-08-23 | 2017-05-10 | 宇杰集团股份有限公司 | Underpinning method of reinforced concrete frame-supported beam steel supporting seat |
-
2006
- 2006-11-29 CN CN 200610136768 patent/CN1963110A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105019650A (en) * | 2014-04-18 | 2015-11-04 | 集佳绿色建筑科技有限公司 | Wire slot filling technology for wire slot formed in hollow brick wall body |
| CN104088473A (en) * | 2014-07-17 | 2014-10-08 | 湖南大兴加固改造工程有限公司 | Construction structure and method used for underpinning load-bearing wall |
| CN106639345A (en) * | 2016-08-23 | 2017-05-10 | 宇杰集团股份有限公司 | Underpinning method of reinforced concrete frame-supported beam steel supporting seat |
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