CN107119917B - Increase the construction method of basement structure behind strip footing house - Google Patents
Increase the construction method of basement structure behind strip footing house Download PDFInfo
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- CN107119917B CN107119917B CN201710032748.3A CN201710032748A CN107119917B CN 107119917 B CN107119917 B CN 107119917B CN 201710032748 A CN201710032748 A CN 201710032748A CN 107119917 B CN107119917 B CN 107119917B
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 69
- 239000010959 steel Substances 0.000 claims abstract description 69
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 34
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims abstract description 10
- 210000003205 muscle Anatomy 0.000 claims abstract description 7
- 238000009412 basement excavation Methods 0.000 claims abstract description 4
- 239000011449 brick Substances 0.000 claims abstract description 4
- 210000002219 extraembryonic membrane Anatomy 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims abstract description 4
- 230000002787 reinforcement Effects 0.000 claims description 23
- 239000004576 sand Substances 0.000 claims description 15
- 230000005540 biological transmission Effects 0.000 claims description 11
- 238000005266 casting Methods 0.000 claims description 7
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 4
- 238000010008 shearing Methods 0.000 claims description 4
- UCKMPCXJQFINFW-UHFFFAOYSA-N Sulphide Chemical compound [S-2] UCKMPCXJQFINFW-UHFFFAOYSA-N 0.000 claims description 3
- 238000006243 chemical reaction Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 230000008878 coupling Effects 0.000 claims description 3
- 238000010168 coupling process Methods 0.000 claims description 3
- 238000005859 coupling reaction Methods 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 claims description 3
- 239000013521 mastic Substances 0.000 claims description 3
- 230000000630 rising effect Effects 0.000 claims description 3
- 230000035939 shock Effects 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 3
- 241000357293 Leptobrama muelleri Species 0.000 claims 1
- 238000006073 displacement reaction Methods 0.000 description 5
- 238000004080 punching Methods 0.000 description 3
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0266—Enlarging
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/0007—Base structures; Cellars
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Foundations (AREA)
Abstract
The invention discloses the construction methods for increasing basement structure behind a kind of strip footing house, it is characterized in that construction procedure includes: that reinforcing pile is pressed into soil by (1), the weld horizontal anchor rib at the top of reinforcing pile；(2) construction load wall；(3) it excavates ground to support replacement beam bottom portion or less 5cm and does brick fetal membrane；(4) support replacement beam steel is bound, supporting beam concrete is poured；(5) earth excavation cuts bar shaped cushion cap and foundation beam concrete to bar shaped cushion cap bottom；(6) 20~30cm below spoil to basement bottom board bottom absolute altitude carries out pile connection construction；(7) bumper pad is placed after stake top leveling after pile connection construction；(8) engineering pile and basement bottom board delivery position are cut into concrete, exposed steel bar stress is welded to connect muscle on the outside of steel bar stress, and dowel is square, welds seal ring in basement bottom board medium position；(9) waterproof steel plate for burying load wall and basement bottom board handover internal corner part, is laid with basement bottom board reinforcing bar, pours basement bottom board concrete；(10) construction basement bottom board top waterproof mortar.
Description
Technical field
The present invention relates to basement structure is increased after one kind, in particular to increase the construction of basement structure behind strip footing house
Method.
Background technique
With urbanization construction go deep into, the requirement in garage is higher and higher, part house because functional requirement is transformed,
Existing building lower part increases basement, but is related to many structure problems in the process for increasing basement, and such as: original basis cushion cap is logical
It is frequently located in basement position, if structural bearing capacity cannot be met the requirements after removal, even if newly-increased reinforcing pile, reinforcing pile and former work
Journey stake rigidity mismatches.In addition, during structure of modification, it is also noted that the waterproof problem of basement.
Summary of the invention
The present invention is to provide the construction method for increasing basement structure behind a kind of strip footing house, solves asking for the prior art
Topic.
For this purpose, support replacement beam is arranged in load bearing wall bottom, support replacement depth of beam is 60~90cm, and support replacement beam width is 30cm, support replacement
Case bay be 1.1~1.5m, support replacement beam concrete strength be C30 or more than, support replacement beam is shelved on load wall, load wall width
For 30cm, load wall depth is 2~3 times of design of basement height, load wall concrete strength be C30 or more than.It reinforces
Support replacement 30~40cm of beam, weld horizontal anchor rib at the top of reinforcing pile are protruded into stake, and anchor rib length is 50~60cm, reinforcement and support replacement
Beam connection.Pile extension is set above engineering pile, bumper pad is set between pile extension and support replacement beam, and bumper pad is with a thickness of 10cm.?
Muscle is welded to connect on the outside of steel bar stress, dowel is square, welds seal ring in basement bottom board medium position, seal ring is straight
Diameter is 30~40mm, and seal ring is with a thickness of 3mm.Support replacement beam is in pile extension position setting shear reinforcement to avoid punching failure, shearing resistance
For reinforcing bar in bowl-shape, shear reinforcement diameter is 25mm or 28mm.Basement bottom board is with a thickness of 30cm, the setting of basement bottom board top
Waterproof mortar, for waterproof mortar with a thickness of 10~20cm, waterproof mortar intensity is M10.It is easy between load wall and basement bottom board
Waterproof steel plate is arranged in the internal corner part of load wall and basement bottom board handover in leakage, and waterproof steel plate is with a thickness of 3~5mm.
Construction procedure includes:
(1) reinforcing pile is pressed into soil, the weld horizontal anchor rib at the top of reinforcing pile.
Reinforcing pile uses small-sized tubular pole, due to that in house interior construction, can only carry out piling using small machine, when construction
Using the weight of existing building as pressurization counter-force.In addition, being sealed to make reinforcing pile give full play to load effect using prestressing force
Stake.
Construction technology is using as follows:
(1) pile crown is handled.Pile crown leveling is guaranteed in order to which future makes force transmission shaft completely attach to pile crown in envelope stake
Its stress equalization.The levelling construction of pile crown uses sulphide mastic, can pressurize after screed-coat reaches intensity requirement and seal stake.
(2) prestressed seals stake device.Prestressed is carried out in the following order and seals stake device: 1. steel pad is installed
Plate and power transmission steel column, 2. install force transmission beam, 3. install upper cap nut, 4. install jack, 5. install pressure pile reaction beam.Each component
Middle line alignment guarantees the power energy symmetrical equilibrium application of jack during piling, it is ensured that force transmission beam has enough displacement spaces,
Jack is caused to be unable to reach requirement to avoid because displacement is excessive.
(3) secondary piling.Envelope stake device starts to carry out secondary piling to reinforcing pile after the installation is completed, and secondary piling is most
Big pressure is the design final pressure value of reinforcing pile.When jack reach design final pressure value, nut is tightened, use double nut fastening with
Guarantee envelope stake effect, after tightening nuts, cannot horse back release, jack should be made to keep design pressure, after a period of stabilisation, then
After secondary fastening nut, release can be carried out to jack.
(4) jack and pile driving frame are shed.After the complete release of jack, jack and pile driving frame can be gradually removed.
(5) envelope pile concrete is poured.Pile concrete is sealed using expansion early strength concrete.
(2) construction load wall.
Load is married again since load wall not only undertakes support replacement beam, also to prevent the water room of permeating the ground around house from applying
Workshop, so to carry out the seepage control measure of load wall, the especially load wall joint position weak link that is antiseepage.Load wall
Using channel steel joint form, first slotted line steel reinforcement cage both ends are welded with channel steel, and the steel reinforcement cage both ends of subsequent slot section are embedded in channel steel.By
It is big in load wall depth, it is all risen with connector case on rear side of channel steel and pulls out that difficulty is big, and lower part is backfilled using sand pocket, top 24m uses terraced
The form of shape connector case backfill, can effectively prevent concrete flow-disturbing.Sand pocket, which is filled, to be transported to aperture using small-sized machine and manually throws
Fill out method, prevent it is mechanically direct topple over, two sides are filled simultaneously, and steel reinforcement cage is prevented to be subjected to displacement.To guarantee sand pocket compactness, using ladder
Shape connector case carries out shock compaction after often filling in 2~3m.Filling depth every time is 0.4~0.6m, erection joint after sand pocket compacting
Case, connector case is critical to lean on channel steel, if any gap after connector case, it is necessary to fill up compacting with sand pocket.
Underwater gliders use internal diameter for the quick coupling steel conduit of 250mm, save a length of 3m, and most next section length is
4m.Mouth is away from 300~500mm of bottom hole under conduit.2 conduits are arranged in standard cell section, and conduit spacing is less than 3m, and conduit is away from slot section end
No more than 1.5m, balanced rising is answered in slot inner concrete face, and the concrete surface height difference at two conduits is not more than 0.5m, pours coagulation eventually
Native face elevation should be higher than that design requirement 0.5m.
(3) it excavates ground to support replacement beam bottom portion or less 5cm and does brick fetal membrane.
(4) support replacement beam steel is bound, support replacement beam concrete is poured.
(5) earth excavation cuts bar shaped cushion cap and foundation beam concrete to bar shaped cushion cap bottom.
(6) 20~30cm below spoil to basement bottom board bottom absolute altitude carries out pile connection construction.
Pile connection construction uses following technical scheme:
Pile extension uses tubular pole.Engineering pile top rebars welding flange, engineering pile and tubular pole bottom use flanged joint.?
Binding it is good and be welded with the steel reinforcement cage of supporting plate be put into pile pipe it is hollow in, casting concrete forms core stake, core pile length is 1.5~
1.8m, core pile concrete intensity are greater than or equal to C30, and core stake shearing resistance stirrup diameter is 12mm, and spacing is 5~10cm.
Pile connection construction also uses following technical scheme:
Pile extension uses in situ concrete pile.First remove engineering pile top concrete, exposed engineering pile top rebars, top steel
The exposed length of muscle is 20~30mm, the principal rod of exposed reinforcement welding in situ concrete pile, in situ concrete pile at the top of engineering pile
Steel pile casting is installed, then casting concrete after reinforcement installation.
(7) bumper pad is placed after stake top leveling after pile connection construction.
Bumper pad is set between support replacement beam and pile extension in the present invention and plays the role of compatible deformation, due to former strip footing
Rigidity is larger, and the rigidity of anchoring pile is relatively small, can alleviate the two poor rigidity by bumper pad setting, stress is involutory
Reason.Valve rubber can alleviate the punching shear that engineering pile passes over simultaneously.
(8) engineering pile and basement bottom board delivery position are cut into concrete, exposed steel bar stress, on the outside of steel bar stress
It is welded to connect muscle, dowel is square, seal ring is welded in basement bottom board medium position, to block infiltration path.
(9) waterproof steel plate for burying load wall and basement bottom board handover internal corner part, is laid with basement bottom board reinforcing bar, pours
Build basement bottom board concrete.
(10) construction basement bottom board top waterproof mortar.
The present invention takes full advantage of the characteristics of original strip footing, and construction quality is easy to ensure, structural behaviour is good, operation
It is convenient.
Detailed description of the invention
Fig. 1 be strip footing house after increase structural schematic diagram.
In each attached drawing: 1, support replacement beam, 2, shear reinforcement, 3, reinforcing pile, 4, engineering pile, 5, dowel, 6, seal ring, 7,
Lower room bottom plate, 8, waterproof mortar, 9, waterproof steel plate, 10, load wall, 11, bumper pad, 12, pile extension, 13, load bearing wall.
Specific embodiment
Support replacement beam 1 is arranged in 13 bottom of load bearing wall, and 1 height of support replacement beam is 60~90cm, and 1 width of support replacement beam is 30cm, support replacement
1 spacing of beam is 1.2m, and 1 concrete strength of support replacement beam is C30, and support replacement beam 1 is shelved on waterproof steel plate 9, and 9 width of waterproof steel plate is
30cm, 9 depth of waterproof steel plate are 2.5 times of design of basement height, and 9 concrete strength of waterproof steel plate is C30.Reinforcing pile 3 is stretched
Enter support replacement beam 35cm, 3 top weld horizontal anchor rib of reinforcing pile, anchor rib length is 55cm, and reinforcement is connect with support replacement beam 1.Work
Pile extension 12 is arranged in journey stake 4 above, bumper pad 11 is arranged between pile extension 12 and support replacement beam 1, bumper pad 11 is with a thickness of 10cm.?
Muscle 5 is welded to connect on the outside of steel bar stress, dowel 5 is square, welds seal ring 6, sealing in basement bottom board medium position
6 diameter of ring is 35mm, and seal ring 6 is with a thickness of 3mm.Support replacement beam 1 is broken to avoid punching in 12 position of pile extension setting shear reinforcement 2
Bad, for shear reinforcement 2 in bowl-shape, 2 diameter of shear reinforcement is 25mm.Basement bottom board 7 is with a thickness of 30cm, 7 top of basement bottom board
Waterproof mortar 8 is set, and for waterproof mortar 8 with a thickness of 15cm, waterproof mortar Final 8 degree is M10.In waterproof steel plate 9 and basement bottom board 7
Waterproof steel plate 9 is arranged in the internal corner part of handover, and waterproof steel plate 9 is with a thickness of 4mm.
Construction procedure includes:
(1) reinforcing pile 3 is pressed into soil, in 3 top weld horizontal anchor rib of reinforcing pile.
Reinforcing pile 3 uses small-sized tubular pole, applies the weight of utilization of hour existing building as pressurization counter-force, is sealed using prestressing force
Stake.
Construction technology is using as follows:
(1) pile crown is handled.Pile crown leveling is guaranteed in order to which future makes force transmission shaft completely attach to pile crown in envelope stake
Its stress equalization.The levelling construction of pile crown uses sulphide mastic, can pressurize after screed-coat reaches intensity requirement and seal stake.
(2) prestressed seals stake device.Prestressed is carried out in the following order and seals stake device: 1. steel pad is installed
Plate and power transmission steel column, 2. install force transmission beam, 3. install upper cap nut, 4. install jack, 5. install pressure pile reaction beam.Each component
Middle line is aligned when construction, guarantees the power energy symmetrical equilibrium application of jack during piling, it is ensured that force transmission beam has enough positions
Space is moved, causes jack to be unable to reach requirement to avoid because displacement is excessive.
(3) secondary piling.Envelope stake device starts to carry out reinforcing pile 3 secondary piling after the installation is completed, and secondary piling is most
Big pressure is the design final pressure value of reinforcing pile 3.Final pressure value is designed when jack reaches, nut is tightened, is fastened using double nut
To guarantee to seal stake effect, after tightening nuts, cannot horse back release, jack should be made to keep design pressure, after a period of stabilisation,
Again after fastening nut, release can be carried out to jack.
(4) jack and pile driving frame are shed.After the complete release of jack, jack and pile driving frame can be gradually removed.
(5) envelope pile concrete is poured.Pile concrete is sealed using expansion early strength concrete.
(2) construction waterproof steel plate 9.
Waterproof steel plate 9 uses channel steel joint form, and first slotted line steel reinforcement cage both ends are welded with channel steel, the steel reinforcement cage of subsequent slot section
Both ends are embedded in channel steel.It is all risen with connector case since 9 depth of waterproof steel plate is big, on rear side of channel steel and pulls out that difficulty is big, and lower part is using sand
Bag backfill, top 24m use the form of trapezoidal connector case backfill, can effectively prevent concrete flow-disturbing.Sand pocket is filled using small
Type machinery is transported to the artificial throwing method in aperture, prevent it is mechanically direct topple over, two sides are filled simultaneously, and steel reinforcement cage is prevented to be subjected to displacement.For
Guarantee that sand pocket compactness carries out shock compaction after often filling in 2~3m using trapezoidal connector case.Every time fill depth be 0.4~
0.6m, erection joint case after sand pocket compacting, connector case is critical to lean on channel steel, if any gap after connector case, it is necessary to fill up pressure with sand pocket
It is real.
Underwater gliders use internal diameter for the quick coupling steel conduit of 250mm, save a length of 3m, and most next section length is
4m.Mouth is away from 300~500mm of bottom hole under conduit.2 conduits are arranged in standard cell section, and conduit spacing is less than 3m, and conduit is away from slot section end
No more than 1.5m, balanced rising is answered in slot inner concrete face, and the concrete surface height difference at two conduits is not more than 0.5m, pours coagulation eventually
Native face elevation should be higher than that design requirement 0.5m.
(3) it excavates ground to 1 bottom of support replacement beam or less 5cm and does brick fetal membrane.
(4) 1 reinforcing bar of support replacement beam is bound, 1 concrete of support replacement beam is poured.
(5) earth excavation cuts bar shaped cushion cap and foundation beam concrete to bar shaped cushion cap bottom.
(6) 20~30cm below spoil to 7 bottom absolute altitude of basement bottom board carries out pile extension 12 and constructs.
The construction of pile extension 12 uses following technical scheme:
Pile extension 12 uses tubular pole.4 top rebars welding flange of engineering pile, engineering pile 4 and tubular pole bottom are connected using flange
It connects.Binding it is good and be welded with the steel reinforcement cage of supporting plate be put into pile pipe it is hollow in, casting concrete forms core stake, and core pile length is
1.7m, core pile concrete intensity are equal to C30, and core stake shearing resistance stirrup diameter is 12mm, and spacing is 5~10cm.
(7) bumper pad 11 is placed after stake top leveling after pile extension 12 is constructed.
(8) engineering pile 4 and 7 delivery position of basement bottom board are cut into concrete, exposed steel bar stress, outside steel bar stress
Side is welded to connect muscle 5, and dowel 5 is square, seal ring 6 is welded in 7 medium position of basement bottom board, to block water seepage road
Diameter.
(9) it buries waterproof steel plate 9 and basement bottom board 7 joins the waterproof steel plate 9 of internal corner part, be laid with basement bottom board 7
Reinforcing bar pours 7 concrete of basement bottom board.
(10) construction 7 top waterproof mortar 8 of basement bottom board.
Claims (6)
1. increase the construction method of basement structure behind a kind of strip footing house, it is characterized in that support replacement beam is arranged in load bearing wall bottom,
Support replacement beam is shelved on load wall, and reinforcing pile protrudes into support replacement 30~40cm of beam, weld horizontal anchor rib at the top of reinforcing pile；On engineering pile
Pile extension is arranged in face, and bumper pad is arranged between pile extension and support replacement beam, muscle is welded to connect on the outside of steel bar stress, dowel is right angle
Shape welds seal ring in basement bottom board medium position；Waterproof mortar is arranged in basement bottom board top, in load wall and basement
Waterproof steel plate is arranged in the internal corner part of bottom plate handover；
Construction procedure includes:
(1) reinforcing pile is pressed into soil, the weld horizontal anchor rib at the top of reinforcing pile；
Reinforcing pile uses small-sized tubular pole, and the weight for applying utilization of hour existing building is used as pressurization counter-force,
(2) construction load wall；
Load wall uses channel steel joint form, and first slotted line steel reinforcement cage both ends are welded with channel steel, and the steel reinforcement cage both ends of subsequent slot section are embedding
Enter in channel steel；Channel steel back lower is backfilled using sand pocket, and top 24m uses the form of trapezoidal connector case backfill；
Underwater gliders use internal diameter for the quick coupling steel conduit of 250mm, save a length of 3m, and most next section length is 4m；
Mouth is away from 300~500mm of bottom hole under conduit；Standard cell section be arranged 2 conduits, conduit spacing be less than 3m, conduit away from slot section end not
Greater than 1.5m, balanced rising is answered in slot inner concrete face, and the concrete surface height difference at two conduits is not more than 0.5m, whole pouring concrete
Face elevation should be higher than that design requirement 0.5m；
(3) it excavates ground to support replacement beam bottom portion or less 5cm and does brick fetal membrane；
(4) support replacement beam steel is bound, supporting beam concrete is poured；
(5) earth excavation cuts bar shaped cushion cap and foundation beam concrete to bar shaped cushion cap bottom；
(6) 20~30cm below spoil to basement bottom board bottom absolute altitude carries out pile connection construction；
(7) bumper pad is placed after stake top leveling after pile connection construction；
(8) engineering pile and basement bottom board delivery position are cut into concrete, exposed steel bar stress welds on the outside of steel bar stress
Dowel, dowel are square, weld seal ring in basement bottom board medium position；
(9) waterproof steel plate for burying load wall and basement bottom board handover internal corner part, is laid with basement bottom board reinforcing bar, pours ground
Lower room underplate concrete；
(10) construction basement bottom board top waterproof mortar.
2. increasing the construction method of basement structure behind strip footing house according to claim 1, it is characterized in that reinforcing pile
Construction seals stake using prestressing force；Construction technology is using as follows:
(1) pile crown is handled；Pile crown leveling be in order to future envelope stake make force transmission shaft completely attach to pile crown, guarantee its by
Power is balanced；The levelling construction of pile crown uses sulphide mastic, can pressurize after screed-coat reaches intensity requirement and seal stake；
(2) prestressed seals stake device；In the following order carry out prestressed seal stake device: 1. install billet and
2. power transmission steel column installs force transmission beam, 3. install upper cap nut, 4. installs jack, 5. installs pressure pile reaction beam；Each component construction
When middle line be aligned, guarantee piling during jack power energy symmetrical equilibrium apply；
(3) secondary piling；Envelope stake device starts to carry out reinforcing pile secondary piling after the installation is completed, the maximum pressure of secondary piling
Power is the design final pressure value of reinforcing pile；
(4) jack and pile driving frame are shed；After the complete release of jack, jack and pile driving frame can be gradually removed；
(5) envelope pile concrete is poured；Pile concrete is sealed using expansion early strength concrete.
3. increasing the construction method of basement structure behind strip footing house according to claim 1, it is characterized in that sand pocket is filled out
Build and the artificial throwing method in aperture be transported to using small-sized machine, prevent it is mechanically direct topple over, two sides are filled simultaneously；To guarantee that sand pocket is closely knit
Degree, using trapezoidal connector case, carries out shock compaction after often filling in 2~3m；Filling depth every time is 0.4~0.6m, sand pocket compacting
Erection joint case afterwards, connector case is critical to lean on channel steel, if any gap after connector case, it is necessary to fill up compacting with sand pocket.
4. increasing the construction method of basement structure behind strip footing house according to claim 1, it is characterized in that pile extension is applied
Work uses following technical scheme: pile extension uses tubular pole；Engineering pile top rebars welding flange, engineering pile and tubular pole bottom use
Flanged joint；Binding it is good and be welded with the steel reinforcement cage of supporting plate be put into pile pipe it is hollow in, casting concrete forms core stake, and core stake is long
Degree be 1.5~1.8m, core pile concrete intensity be greater than or equal to C30, core stake shearing resistance stirrup diameter be 12mm, spacing be 5~
10cm。
5. increasing the construction method of basement structure behind strip footing house according to claim 1, it is characterized in that pile extension is applied
Work uses following technical scheme: pile extension uses in situ concrete pile；First remove engineering pile top concrete, exposed engineering pile top
Reinforcing bar, the exposed length of top rebars are 20~30mm, and the principal rod of exposed reinforcement welding in situ concrete pile, existing at the top of engineering pile
Steel pile casting is installed after pouring concrete stake reinforcement installation, then casting concrete.
6. increasing the construction method of basement structure behind strip footing house according to claim 1, it is characterized in that when very heavy
Top reaches design final pressure value, and nut is tightened, and uses double nut fastening to guarantee to seal stake effect；It, cannot be at once after tightening nuts
Release should make jack that design pressure be kept again after fastening nut, can to unload after a period of stabilisation to jack
Pressure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710032748.3A CN107119917B (en) | 2015-05-19 | 2015-05-19 | Increase the construction method of basement structure behind strip footing house |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710032748.3A CN107119917B (en) | 2015-05-19 | 2015-05-19 | Increase the construction method of basement structure behind strip footing house |
| CN201510284621.1A CN104878835B (en) | 2015-05-19 | 2015-05-19 | Strip footing increases basement structure behind house |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510284621.1A Division CN104878835B (en) | 2015-05-19 | 2015-05-19 | Strip footing increases basement structure behind house |
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| Publication Number | Publication Date |
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| CN107119917A CN107119917A (en) | 2017-09-01 |
| CN107119917B true CN107119917B (en) | 2018-12-14 |
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| CN201710032748.3A Active CN107119917B (en) | 2015-05-19 | 2015-05-19 | Increase the construction method of basement structure behind strip footing house |
| CN201510284621.1A Active CN104878835B (en) | 2015-05-19 | 2015-05-19 | Strip footing increases basement structure behind house |
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| CN201510284621.1A Active CN104878835B (en) | 2015-05-19 | 2015-05-19 | Strip footing increases basement structure behind house |
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| CN107269023A (en) * | 2016-03-02 | 2017-10-20 | 叶香雄 | Floor reinforcement means |
| CN108360561A (en) * | 2016-07-26 | 2018-08-03 | 朱奎 | The Basement reconstruction of raft foundation constructs |
| CN106285032B (en) * | 2016-07-26 | 2018-12-14 | 朱奎 | Basement reconstruction construction with raft foundation building |
| CN106988337B (en) * | 2017-04-20 | 2019-02-01 | 南京工大桥隧与轨道交通研究院有限公司 | It is a kind of for reducing the reinforcement means of bar shaped shallow foundation house differential settlement |
| CN107143149B (en) * | 2017-05-24 | 2019-02-15 | 广东省建筑科学研究院集团股份有限公司 | A kind of existing masonry structure building adds the construction method of basement |
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| CN109680700B (en) * | 2019-02-21 | 2019-12-03 | 西华大学 | A kind of dedicated unit and construction method carrying out foundation underpinning under strip footing |
| CN114319162B (en) * | 2020-10-09 | 2023-06-13 | 华鸿建设集团有限公司 | Cover plate culvert continuous casting construction device and construction method thereof |
| CN113529693B (en) * | 2021-06-03 | 2023-02-03 | 中建一局集团建设发展有限公司 | Construction method for penetrating pipeline through cutter-suction type corner amplitude diaphragm wall |
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| CN103437567B (en) * | 2013-08-30 | 2015-06-10 | 山东建筑大学 | Method for supporting existing building underground added storey through original pile foundations |
| CN103912134B (en) * | 2014-03-21 | 2016-09-14 | 上海建工四建集团有限公司 | Existing building underground space structure and construction method in situ |
| CN104328789B (en) * | 2014-10-31 | 2016-04-13 | 天津三建建筑工程有限公司 | The overhanging type support replacement construction method of the horizontal inner support of a kind of steel concrete |
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| CN107119917A (en) | 2017-09-01 |
| CN104878835B (en) | 2017-06-20 |
| CN104878835A (en) | 2015-09-02 |
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