CN107119917A - 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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- CN107119917A CN107119917A CN201710032748.3A CN201710032748A CN107119917A CN 107119917 A CN107119917 A CN 107119917A CN 201710032748 A CN201710032748 A CN 201710032748A CN 107119917 A CN107119917 A CN 107119917A
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 68
- 239000010959 steel Substances 0.000 claims abstract description 68
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 35
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims abstract description 9
- 210000003205 muscle Anatomy 0.000 claims abstract description 8
- 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 21
- 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
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 238000005516 engineering process Methods 0.000 claims description 4
- 238000010008 shearing Methods 0.000 claims description 4
- 238000003466 welding 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
- 239000013521 mastic Substances 0.000 claims description 3
- 230000035939 shock Effects 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 2
- 238000009434 installation Methods 0.000 claims description 2
- 241000357293 Leptobrama muelleri Species 0.000 claims 1
- 238000004080 punching Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000015271 coagulation Effects 0.000 description 2
- 238000005345 coagulation Methods 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 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 method for increasing basement structure behind a kind of strip footing house, it is characterized in that construction procedure includes：(1) reinforcing pile is pressed into soil, the weld horizontal anchor rib at the top of reinforcing pile；(2) construction load wall；(3) excavate 5cm below ground to support replacement beam bottom and do brick fetal membrane；(4) colligation support replacement beam steel, pours support beam concrete；(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) pile connection construction places bumper pad after finishing rear stake top leveling；(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, seal ring is welded in basement bottom board medium position；(9) bury load wall and basement bottom board joins the waterproof steel plate of internal corner part, lay basement bottom board reinforcing bar, pour 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, increase the construction of basement structure more particularly to behind strip footing house
Method.
Background technology
With going deep into that urbanization is built, the requirement more and more higher in garage, part house is transformed because of functional requirement,
Existing building bottom increases basement, but is related to many structure problems in the process of increase basement, such as：Original basis cushion cap leads to
Basement position is frequently located in, if structural bearing capacity can not meet requirement after removing, even if newly-increased reinforcing pile, reinforcing pile and former work
Journey stake rigidity is mismatched.In addition, during structure of modification, it is also noted that the waterproof problem of basement.
The content 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 prior art
Topic.
Therefore, load bearing wall bottom sets support replacement beam, 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.Reinforce
Weld horizontal anchor rib at the top of support replacement 30~40cm of beam, reinforcing pile is stretched into stake, and anchor rib length is 50~60cm, is strengthened and support replacement
Beam is connected.Pile extension is set above engineering pile, bumper pad is set between pile extension and support replacement beam, bumper pad thickness is 10cm.
Muscle is welded to connect on the outside of steel bar stress, dowel is square, stops art ring in the welding of basement bottom board medium position, seal ring is straight
Footpath is 30~40mm, and sealing ring thickness is 3mm.Support replacement beam sets shear reinforcement to avoid punching failure, shearing resistance in pile extension position
Reinforcing bar is in bowl-shape, shear reinforcement a diameter of 25mm or 28mm.Basement bottom board thickness is 30cm, and basement bottom board top is set
Waterproof mortar, waterproof mortar thickness is 10~20cm, and waterproof mortar intensity is M10.Between load wall and basement bottom board easily
Seepage, the internal corner part joined in load wall and basement bottom board sets waterproof steel plate, and waterproof steel plate thickness is 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 pile tube, due to that in house interior construction, piling can only be carried out using small machine, during construction
Weight by the use of existing building is used as pressurization counter-force.In addition, in order that reinforcing pile give full play to load effect, sealed using prestressing force
Stake.
Construction technology is using as follows：
(1) pile crown is handled.Pile crown leveling is in order to which future makes force transmission shaft completely attach to pile crown in envelope stake, it is ensured that
Its stress equalization.The levelling construction of pile crown uses sulphide mastic, and can pressurize envelope stake after screed-coat reaches intensity requirement.
(2) prestressed envelope stake device.Prestressed envelope stake device is carried out in the following order：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
Center line aligns, it is ensured that the power energy symmetrical equilibrium of jack applies during piling, it is ensured that force transmission beam has enough displacement spaces,
To avoid causing jack to be unable to reach requirement because displacement is excessive.
(3) secondary piling.Envelope stake device starts to carry out secondary piling to reinforcing pile after installing, 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
Ensure after envelope stake effect, tightening nuts, it is impossible to 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 after the complete release of jack, jack and pile driving frame can be progressively removed.
(5) envelope pile concrete is poured.Pile concrete is sealed using expansion early strength concrete.
(2) construction load wall.
Load is married again because 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, particularly load wall joint position is the weak link of antiseepage.Load wall
Using channel-section steel joint form, first slotted line steel reinforcement cage two ends are welded with channel-section steel, the steel reinforcement cage two ends insertion channel-section steel of follow-up groove section.By
It is big in load wall depth, all risen on rear side of channel-section steel with joint case and pull out difficulty greatly, bottom is backfilled using sand pocket, and top 24m is using ladder
The form of shape joint case backfill, can effectively prevent concrete flow-disturbing.Sand pocket is filled to be transported to aperture and is manually thrown using small-sized machine
Fill out method, prevent it is mechanically direct topple over, both sides are filled simultaneously, prevent steel reinforcement cage to be subjected to displacement.To ensure sand pocket compactness, using ladder
Shape joint case, often fills in and shock compaction is carried out after 2~3m.Depth is filled every time for 0.4~0.6m, erection joint after sand pocket compacting
Case, joint case is critical to be leaned on after channel-section steel, joint case if any space, it is necessary to compacting is filled up with sand pocket.
Underwater gliders use internal diameter for 250mm snap joint steel conduit, 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 sets 2 conduits, and conduit is smaller than 3m, and conduit is away from groove section termination
No more than 1.5m, groove inner concrete face balanced should rise, and the concrete surface discrepancy in elevation at two conduits is not more than 0.5m, and coagulation is poured eventually
Native face elevation should be higher than that design requirement 0.5m.
(3) excavate 5cm below ground to support replacement beam bottom and do brick fetal membrane.
(4) colligation support replacement beam steel, pours support beam concrete.
(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 pile tube.Engineering pile top rebars welding flange, engineering pile and pile tube bottom are connected using flange.
Colligation 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, formed core stake, core pile length be 1.5~
1.8m, core pile concrete intensity is more 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 peel off engineering pile top concrete, exposed engineering pile top rebars, top steel
The exposed length of muscle is the principal rod that exposed reinforcement welds in situ concrete pile at the top of 20~30mm, engineering pile, in situ concrete pile
Reinforcement installation installs steel pile casting after finishing, then casting concrete.
(7) pile connection construction places bumper pad after finishing rear stake top leveling.
Bumper pad is set to play compatible deformation effect between support replacement beam and pile extension in the present invention, due to former strip footing
Rigidity is larger, and the rigidity of anchoring pile is relatively small, and both poor rigidities can be alleviated by being set by bumper pad, and stress is involutory
Reason.Valve rubber can alleviate the punching shear that engineering pile is passed 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
Muscle is welded to connect, dowel is square, seal ring is welded in basement bottom board medium position, to block infiltration path.
(9) bury load wall and basement bottom board joins the waterproof steel plate of internal corner part, lay basement bottom board reinforcing bar, pour
Build basement bottom board concrete.
(10) construction basement bottom board top waterproof mortar.
The characteristics of present invention takes full advantage of original strip footing, construction quality is easy to guarantee, and structural behaviour is good, operation
It is convenient.
Brief description of the drawings
Fig. 1 be strip footing house after increase structural representation.
In each accompanying drawing：1st, 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.
Embodiment
The bottom of load bearing wall 13 sets support replacement beam 1, and the height of support replacement beam 1 is 60~90cm, and the width of support replacement beam 1 is 30cm, support replacement
The spacing of beam 1 is 1.2m, and the concrete strength of support replacement beam 1 is C30, and support replacement beam 1 is shelved on waterproof steel plate 10, and the width of waterproof steel plate 10 is
30cm, the depth of waterproof steel plate 10 is 2.5 times of design of basement height, and the concrete strength of waterproof steel plate 10 is C30.Reinforcing pile 3
Support replacement beam 35cm, the top weld horizontal anchor rib of reinforcing pile 3 are stretched into, anchor rib length is 55cm, and reinforcement is connected with support replacement beam 1.
Engineering pile 4 sets pile extension 12 above, and bumper pad 11 is set between pile extension 12 and support replacement beam 1, and the thickness of bumper pad 11 is 10cm.
Muscle 5 is welded to connect on the outside of steel bar stress, dowel 5 is square, welds seal ring 6 in basement bottom board medium position, only
The a diameter of 35mm of water ring 6, the thickness of seal ring 6 is 3mm.Support replacement beam 1 sets shear reinforcement 2 to avoid punching broken in the position of pile extension 12
Bad, shear reinforcement 2 is in bowl-shape, a diameter of 25mm of shear reinforcement 2.The thickness of basement bottom board 7 is 30cm, the top of basement bottom board 7
Waterproof mortar 8 is set, and the thickness of waterproof mortar 8 is 15cm, and waterproof mortar Final 8 degree is M10.In waterproof steel plate 10 and basement bottom board
The internal corner part of 7 handing-over sets waterproof steel plate 9, and the thickness of waterproof steel plate 9 is 4mm.
Construction procedure includes：
(1) reinforcing pile 3 is pressed into soil, in the top weld horizontal anchor rib of reinforcing pile 3.
Reinforcing pile 3 uses small-sized pile tube, 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 in order to which future makes force transmission shaft completely attach to pile crown in envelope stake, it is ensured that
Its stress equalization.The levelling construction of pile crown uses sulphide mastic, and can pressurize envelope stake after screed-coat reaches intensity requirement.
(2) prestressed envelope stake device.Prestressed envelope stake device is carried out in the following order：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
Center line aligns during construction, it is ensured that the power energy symmetrical equilibrium of jack applies during piling, it is ensured that force transmission beam has enough positions
Space is moved, to avoid causing jack to be unable to reach requirement because displacement is excessive.
(3) secondary piling.Envelope stake device starts to carry out reinforcing pile 3 secondary piling after installing, and secondary piling is most
Big pressure is the design final pressure value of reinforcing pile 3.When jack reaches design final pressure value, nut is tightened, fastened using double nut
To ensure after envelope stake effect, tightening nuts, it is impossible to 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 after the complete release of jack, jack and pile driving frame can be progressively removed.
(5) envelope pile concrete is poured.Pile concrete is sealed using expansion early strength concrete.
(2) construction waterproof steel plate 10.
Waterproof steel plate 10 uses channel-section steel joint form, and first slotted line steel reinforcement cage two ends are welded with channel-section steel, the reinforcing bar of follow-up groove section
In cage two ends insertion channel-section steel.All risen because the depth of waterproof steel plate 10 is big, on rear side of channel-section steel with joint case and pull out difficulty greatly, bottom is used
Sand pocket is backfilled, and top 24m uses the form that trapezoidal joint case is backfilled, and can effectively prevent concrete flow-disturbing.Sand pocket fills use
Small-sized machine is transported to the artificial throwing method in aperture, prevent it is mechanically direct topple over, both sides are filled simultaneously, prevent steel reinforcement cage to be subjected to displacement.
To ensure sand pocket compactness, using trapezoidal joint case, often fill in and shock compaction is carried out after 2~3m.Fill every time depth for 0.4~
0.6m, erection joint case after sand pocket compacting, joint case is critical to be leaned on after channel-section steel, joint case if any space, it is necessary to pressure is filled up with sand pocket
It is real.
Underwater gliders use internal diameter for 250mm snap joint steel conduit, 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 sets 2 conduits, and conduit is smaller than 3m, and conduit is away from groove section termination
No more than 1.5m, groove inner concrete face balanced should rise, and the concrete surface discrepancy in elevation at two conduits is not more than 0.5m, and coagulation is poured eventually
Native face elevation should be higher than that design requirement 0.5m.
(3) excavate 5cm below ground to the bottom of support replacement beam 1 and do brick fetal membrane.
(4) reinforcing bar of colligation support replacement beam 1, pours support beam concrete.
(5) earth excavation cuts bar shaped cushion cap and foundation beam concrete to bar shaped cushion cap bottom.
(6) 20~30cm below spoil to the bottom absolute altitude of basement bottom board 7, carries out pile extension 12 and constructs.
The construction of pile extension 12 uses following technical scheme：
Pile extension 12 uses pile tube.The top rebars welding flange of engineering pile 4, engineering pile 4 and pile tube bottom are connected using flange
Connect.Colligation 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
1.7m, core pile concrete intensity is equal to C30, and core stake shearing resistance stirrup diameter is 12mm, and spacing is 5~10cm.
(7) construction of pile extension 12 places bumper pad 11 after finishing rear stake top leveling.
(8) engineering pile 4 and the delivery position of basement bottom board 7 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 the medium position of basement bottom board 7, to block water seepage road
Footpath.
(9) bury waterproof steel plate 10 and basement bottom board 7 joins the waterproof steel plate 9 of internal corner part, lay basement bottom board 7
Reinforcing bar, pours the concrete of basement bottom board 7.
(10) the construction top waterproof mortar 8 of basement bottom board 7.
Claims (6)
1. increase the construction method of the construction method of basement structure behind a kind of strip footing house, it is characterized in that load bearing wall bottom is set
Displacement support beam, support replacement beam is shelved on load wall, and reinforcing pile stretches into weld horizontal anchoring at the top of support replacement 30~40cm of beam, reinforcing pile
Muscle；Pile extension is set above engineering pile, bumper pad is set between pile extension and support replacement beam, muscle is welded to connect on the outside of steel bar stress,
Dowel is square, and seal ring is welded in basement bottom board medium position；Basement bottom board top sets waterproof mortar, is holding
Power wall sets waterproof steel plate with the internal corner part that basement bottom board joins；
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 pile tube, applies the weight of utilization of hour existing building as pressurization counter-force,
(2) construction load wall；
Load wall uses channel-section steel joint form, and first slotted line steel reinforcement cage two ends are welded with channel-section steel, and the steel reinforcement cage two ends of follow-up groove section are embedding
Enter in channel-section steel；Channel-section steel back lower is backfilled using sand pocket, and top 24m uses the form that trapezoidal joint case is backfilled；
Underwater gliders use internal diameter for 250mm snap joint steel conduit, 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 sets 2 conduits, and conduit is smaller than 3m, conduit away from groove section termination not
More than 1.5m, groove inner concrete face balanced should rise, and the concrete surface discrepancy in elevation at two conduits is not more than 0.5m, whole pouring concrete
Face elevation should be higher than that design requirement 0.5m；
(3) excavate 5cm below ground to support replacement beam bottom and do brick fetal membrane；
(4) colligation support replacement beam steel, pours support beam concrete；
(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) pile connection construction places bumper pad after finishing rear stake top leveling；
(8) engineering pile and basement bottom board delivery position are cut into concrete, exposed steel bar stress is welded on the outside of steel bar stress
Dowel, dowel is square, and seal ring is welded in basement bottom board medium position；
(9) bury load wall and basement bottom board joins the waterproof steel plate of internal corner part, lay basement bottom board reinforcing bar, pour ground
Lower room underplate concrete；
(10) construction basement bottom board top waterproof mortar.
2. increase 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, it is ensured that its by
Power is balanced；The levelling construction of pile crown uses sulphide mastic, and can pressurize envelope stake after screed-coat reaches intensity requirement；
(2) prestressed envelope stake device；Prestressed envelope stake device is carried out in the following order：1. install billet and
Power transmission steel column, 2. installs force transmission beam, 3. installs upper cap nut, 4. installs jack, 5. installs pressure pile reaction beam；Each component construction
When center line align, it is ensured that during piling jack power energy symmetrical equilibrium apply；
(3) secondary piling；Envelope stake device starts to carry out reinforcing pile secondary piling after installing, 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 after the complete release of jack, jack and pile driving frame can be progressively removed；
(5) envelope pile concrete is poured；Pile concrete is sealed using expansion early strength concrete.
3. increase 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, both sides are filled simultaneously；To ensure that sand pocket is closely knit
Degree, using trapezoidal joint case, often fills in and shock compaction is carried out after 2~3m；Depth is filled every time for 0.4~0.6m, sand pocket compacting
Erection joint case afterwards, joint case is critical to be leaned on after channel-section steel, joint case if any space, it is necessary to compacting is filled up with sand pocket.
4. increase 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 pile tube；Engineering pile top rebars welding flange, engineering pile and pile tube bottom are used
Flange is connected；Colligation 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, formed core stake, core stake it is long
To spend for 1.5~1.8m, core pile concrete intensity is more than or equal to C30, core stake shearing resistance stirrup diameter is 12mm, spacing is 5~
10cm。
5. increase 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 peel off at the top of engineering pile top concrete, exposed engineering pile
Reinforcing bar, the exposed length of top rebars is the principal rod that exposed reinforcement welds in situ concrete pile at the top of 20~30mm, engineering pile, existing
Pouring concrete stake reinforcement installation installs steel pile casting after finishing, then casting concrete.
6. increase 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 ensure to seal stake effect；After tightening nuts, it is impossible at once
Release, should make jack keep design pressure, after a period of stabilisation, again after fastening nut, jack can be unloaded
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 |
|---|---|---|---|
| CN201510284621.1A CN104878835B (en) | 2015-05-19 | 2015-05-19 | Strip footing increases basement structure behind house |
| CN201710032748.3A CN107119917B (en) | 2015-05-19 | 2015-05-19 | Increase the construction method of basement structure behind strip footing 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 true CN107119917A (en) | 2017-09-01 |
| CN107119917B 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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| CN107269023A (en) * | 2016-03-02 | 2017-10-20 | 叶香雄 | Floor reinforcement means |
| CN108360553A (en) * | 2016-07-26 | 2018-08-03 | 朱奎 | The construction method of Basement reconstruction construction with raft foundation building |
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| CN107605173A (en) * | 2017-10-17 | 2018-01-19 | 叶香雄 | The ruggedized construction of building |
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Also Published As
| Publication number | Publication date |
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| CN104878835A (en) | 2015-09-02 |
| CN104878835B (en) | 2017-06-20 |
| CN107119917B (en) | 2018-12-14 |
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