CN106592658A - Foundation construction method for demolishing and rebuilding house foundation - Google Patents
Foundation construction method for demolishing and rebuilding house foundation Download PDFInfo
- Publication number
- CN106592658A CN106592658A CN201611089336.5A CN201611089336A CN106592658A CN 106592658 A CN106592658 A CN 106592658A CN 201611089336 A CN201611089336 A CN 201611089336A CN 106592658 A CN106592658 A CN 106592658A
- Authority
- CN
- China
- Prior art keywords
- pile
- concrete
- foundation
- steel
- minor diameter
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 239000004567 concrete Substances 0.000 claims abstract description 38
- 239000004576 sand Substances 0.000 claims abstract description 14
- 239000004575 stone Substances 0.000 claims abstract description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 98
- 239000010959 steel Substances 0.000 claims description 98
- 239000004568 cement Substances 0.000 claims description 40
- 239000002689 soil Substances 0.000 claims description 31
- 238000005266 casting Methods 0.000 claims description 28
- 239000002131 composite material Substances 0.000 claims description 23
- 238000004062 sedimentation Methods 0.000 claims description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 230000002787 reinforcement Effects 0.000 claims description 12
- 239000011178 precast concrete Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 9
- 230000015572 biosynthetic process Effects 0.000 claims description 7
- 230000000694 effects Effects 0.000 claims description 7
- 238000003780 insertion Methods 0.000 claims description 7
- 230000037431 insertion Effects 0.000 claims description 7
- 230000009466 transformation Effects 0.000 claims description 7
- 238000005520 cutting process Methods 0.000 claims description 6
- 239000003822 epoxy resin Substances 0.000 claims description 6
- 210000003205 muscle Anatomy 0.000 claims description 6
- 229920000647 polyepoxide Polymers 0.000 claims description 6
- 235000019353 potassium silicate Nutrition 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 239000000243 solution Substances 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 2
- 230000001131 transforming effect Effects 0.000 claims description 2
- 239000007787 solid Substances 0.000 claims 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
-
- 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
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
- E04G23/0229—Increasing or restoring the load-bearing capacity of building construction elements of foundations or foundation walls
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Electrochemistry (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Foundations (AREA)
Abstract
The invention discloses a foundation construction method for a demolishing and rebuilding house foundation. The foundation construction method is characterized in that a reconstructed foundation of a house is a raft foundation, the thickness of the raft foundation is 600-800 mm, the raft foundation is composed of a lowered rear bearing platform and a newly-poured foundation body which are connected into a whole through connection ribs; and post-poured holes are formed in the bearing platform, and the diameter of the post-poured holes is the same as that of concrete piles. Small-diameter concrete pile bodies are arranged outside the bearing platform, the diameter of the small-diameter concrete pile bodies is 150-300 mm, the tops of the concrete piles are cut down by 100-150 mm, rubber blocks are arranged at the tops of the concrete piles, and the thickness of the rubber blocks is 100-150 mm; and prefabricated concrete pipe collars are arranged at the heads of the small-diameter concrete pile bodies, and the tops of the small-diameter concrete pile bodies are paved with crushed stone sand mats.
Description
Technical field
The present invention relates to a kind of building strengthening structure, more particularly to a kind of foundation construction method for tearing down and building house foundation.
Background technology
With the development of urban construction, some dilapidated houses need transformation, the usual number of plies of original dilapidated house to pass than relatively low
The load for passing ground is less, so the bearing capacity after basement process is relatively low.And the number of plies in house may compare after transforming
Original dilapidated house is much higher, and the load for passing to ground also can be larger, and ground must be processed again could meet bearing capacity
Require.Due to original dilapidated house pile foundation and transformation after the pile foundation in house there is larger difference, if dealt with improperly when holding
Easily cause local foundation deformation uneven, cause differential settlement.
The content of the invention
For the deficiencies in the prior art, it is an object of the invention to provide a kind of basis for tearing down and building house foundation is applied
Work method reaches requirement guaranteeing building settlement and load-carrying properties.
The basement process of dilapidated house has two kinds of forms：One is reinforced using rigid pile such as concrete-pile, basic type
Formula is usually cushion cap foundation；Two are reinforced using flexible pile such as cement mixing pile, and foundation pattern is usually raft foundation.This
Invention adopts different technical schemes for different pile foundation forms.
For the basis reinforced using rigid pile such as concrete-pile, employ the following technical solutions：
In order to lift economic benefit, as far as possible using existing pile foundation and concrete foundation.Due to cushion cap it is highly of a relatively high,
Base structure form is transformed into after raft foundation, if raft foundation height is highly identical with cushion cap, it will seem and compare waste,
Cushion cap can suitably be cut low.The basis in house adopts raft foundation after transformation, and raft foundation thickness is 600～800mm, raft plate
Basis by cutting low rear cushion cap and new casting foundation is constituted, new casting foundation lower rebar using a diameter of 20～25mm reinforcing bar, reinforcing bar
Spacing is 150～200mm, and cushion cap and new casting foundation are linked to be entirety by dowel, and dowel spacing is 200～250mm, is connected
A diameter of 22～the 25mm of muscle, dowel stretches into the pre-buried hole length of cushion cap for 250～300mm, and cushion cap embedded hole is a diameter of 24～
27mm, space is clogged using epoxy resin between dowel and cushion cap embedded hole, dowel expose to cushion cap length for 400～
450mm.Back pouring hole is set in cushion cap, and back pouring hole diameter is identical with concrete-pile.
Original concrete-pile is generally arranged in cushion cap form, and minor diameter concrete-pile is arranged outside cushion cap, little
A diameter of 150～the 300mm of diameter concrete-pile, in concrete-pile stake top block rubber is arranged, and block rubber thickness is 100～150mm.
Minor diameter concrete-pile pile crown arranges precast concrete pipe collar, the embedded minor diameter concrete-pile pile crown height of precast concrete pipe collar
For 100mm, precast concrete pipe collar top is higher by 120～150mm than minor diameter concrete-pile stake top.Minor diameter concrete-pile stake
Top laying rubble sand bedding course, stone sand cushion thickness is 120～150mm, and minor diameter concrete-pile stake is long can be with concrete-pile
Stake is long identical, if Geological condition has a hard formation in superficial part, minor diameter concrete-pile can stretch into superficial part hard formation 500～
800mm, with concrete-pile length pilework is formed, and here superficial part hard formation is generally 10～20m, and the deep that concrete-pile is stretched into is hard
Layer is generally the soil layer of more than 20m.
It is in order that minor diameter concrete-pile and soil can be cooperateed with preferably that rubble sand bedding course is arranged on minor diameter concrete-pile
Effect, due to the rigidity of minor diameter concrete-pile it is very big, and native relatively small, the minor diameter concrete-pile stress under same strain
Can be larger, and soil stress can be less, and in minor diameter concrete-pile stake top laying rubble sand bedding course minor diameter can be effectively reduced
The ratio of rigidity of concrete-pile and surrounding soil.There is horizontal comparison under upper load effect to prevent rubble sand bedding course, overflow
Enter surrounding soil disequilibrium stress, in minor diameter concrete-pile stake top nesting precast concrete pipe collar.
Minor diameter concrete-pile quantity is according to requirement for bearing capacity and requirement of settlement control two ore control, minor diameter concrete-pile
Quantity first primarily determines that minor diameter concrete-pile quantity S determines according to following formula, S=m according to bearing capacity2Az/Ap2, AzFor raft plate base
Plinth bottom area, m2For minor diameter concrete-pile replacement rate, i.e. stake total sectional area and the ratio of raft foundation bottom area, Ap2For
Minor diameter concrete-pile sectional area, minor diameter concrete-pile replacement rate m2Determined according to following formula, f=m1R1/Ap1+(Ec2/Ec1)
m2R2/Ap2+θ(Es/Ec1)fs, m in formula1For concrete-pile replacement rate, i.e. concrete-pile total sectional area and raft foundation bottom area
Ratio, R1For concrete-pile bearing capacity, Ap1For concrete-pile sectional area, Ec1For concrete-pile elastic modelling quantity, Ec2For minor diameter
Concrete-pile elastic modelling quantity, m2For minor diameter concrete-pile replacement rate, R2For minor diameter concrete-pile bearing capacity, Ap2For minor diameter
Concrete-pile sectional area, θ is reduction coefficient, takes 0.5～0.6, EsFor native elastic modelling quantity, fsFor native foundation bearing capacity.
Primarily determine that carrying out sedimentation after minor diameter concrete-pile quantity checks according to requirement for bearing capacity.Settlement formula is adopted
With as follows：
P is the stress that top passes to ground in formula, EsiIt is composite modulus, ZiAnd Zi-1For
The bottom of foundation respectively to the depth in the range of i-th layer and the i-th -1 layer bottom surface,WithBased on bottom surface respectively to i-th layer and
Average additional stress coefficient in the range of i-1 layers bottom surface, according to《Building foundation treatment technical specification》(JGJ-79-91) come true
Fixed, the composite modulus of whole ground can be divided into three parts along depth direction, and Part I is concrete-pile, minor diameter concrete-pile
The ground formed with soil, Part II is the ground that concrete-pile and soil are formed, and Part III is the ground that subjacent bed soil is formed.
Part I composite modulus Es1Computing formula is using as follows：Es1=m1Ec1+m2Ec2+(1-m1-m2)Es, Part II
Composite modulus Es2Computing formula is using as follows：Es2=m1Ec1+(1-m1)Es。
If sedimentation is more than 100mm, increases minor diameter concrete-pile length and quantity is settled and checked again, until
Till sedimentation reaches requirement.
Construction procedure includes：
(1) former cushion cap is cut higher than new casting foundation top mark high-order bit concrete, is cut high to new casting foundation top mark
150mm below position, and the unnecessary reinforcing bar in top is cut off, bottom stirrup welds little stirrup, and little stirrup is highly 100mm, little hoop
For 8mm, spacing is 50～100mm to the bar diameter that muscle is adopted, and steel bar stress is set up above little stirrup and colligation is carried out and is fixed；
(2) former cushion cap concrete-pile position concrete chisel removal is gone out into back pouring hole, concrete-pile stake top carries out cutting low, concrete
Stake stake top absolute altitude 100～150mm lower than former cushion cap bottom absolute altitude；Concrete-pile stake top reinforcing bar would generally stretch into former cushion cap 50cm, mix
Solidifying soil stake stake top cut it is low in place afterwards by concrete-pile stake top exposed steel bar wipe out with cut it is low in place after concrete-pile stake top flush；
(3) the minor diameter concrete-pile between construction bearing platform, minor diameter concrete-pile stake top absolute altitude is than former cushion cap bottom absolute altitude
Low 50～100mm；
(4) it is inserted in precast concrete pipe collar in minor diameter concrete-pile stake top；
(5) rubble sand bedding course is laid in minor diameter concrete-pile stake top；
(6) be drilled with preformed hole with electric drill, in preformed hole dowel be inserted into, and with epoxy resin sealing preformed hole be connected
Space between muscle；
(7) the new casting foundation reinforcing bar of colligation, installs new casting foundation template, pours new casting foundation concrete, then that cushion cap is low
Poured in new casting foundation top mark high-order bit concrete；
(8) low concrete-pile stake top laying block rubber rear in place is being cut；
(9) reach three layers after house and with expansive concrete close back pouring hole again later；Because concrete-pile is in upper load
Effect is lower easily first to be carried, and minor diameter concrete-pile bearing capacity is particularly native bearing capacity and is difficult to be played, and back pouring hole is treated
Re-closed purpose is to allow minor diameter concrete-pile and soil first to participate in carrying after house reaches three layers, treats that the number of plies increases concrete
The ability that stake, minor diameter concrete-pile and earth cooperation are carried can be further enhanced.
For the basis reinforced using flexible pile such as cement mixing pile, employ the following technical solutions：
The basis in house adopts raft foundation after transformation, and raft foundation thickness is 600～800mm.Hold to lift ground
Power and non-deformability are carried, I-steel is inserted in part of cement mixing pile, I-steel length is the 1.8 of cement mixing pile length
～2.5 times.I-steel arranges position and arranges back pouring hole, and back pouring hole diameter is identical with cement mixing pile diameter.In order to avoid receiving
Stress concentration during power, in I-steel block rubber is laid, and block rubber thickness is 150～200mm.Back pouring hole after I-steel carrying
Punching resistance suffered by position can be larger, therefore arranges reinforcement at back pouring hole position, and reinforcement is the steel of 4 a diameter of 25mm
Muscle, while stirrup of the setting space for 200mm, stirrup diameter is 8mm.
, according to requirement for bearing capacity and requirement of settlement control two ore control, I-steel quantity is first according to bearing capacity for I-steel quantity
Primarily determine that, I-steel quantity G determines according to following formula, G=m2gAz/Ap2g, AzFor raft foundation bottom area, m2gFor I-steel
The ratio of replacement rate, i.e. stake total sectional area and raft foundation bottom area, Ap2gFor I-steel sectional area, I-steel replacement rate m2g
Determined according to following formula,
F=m1sR1s/Ap1s+(Ec2g/Ec1s)m2gR2g/Ap2g+β(Es/Ec1s)fs, m in formula1sTo be not inserted into the cement of I-steel
Mixing pile replacement rate, that is, be not inserted into the cement mixing pile total sectional area of I-steel and the ratio of raft foundation bottom area, R1sFor
Bearing Capacity of Cement Deep Mixing Piles, Ap1sFor cement mixing dowel section area, Ec1sFor cement mixing pile elastic modelling quantity, Ec2gFor I-shaped steel bomb
Property modulus, m2gFor I-steel replacement rate, R2gFor I-steel bearing capacity, Ap2gFor I-steel sectional area, β is reduction coefficient, takes 0.7
～0.8, EsFor native elastic modelling quantity, fsFor native foundation bearing capacity.
Primarily determined that according to requirement for bearing capacity and carry out after I-steel quantity that sedimentation is checked.Settlement formula is using as follows：P is the stress that top passes to ground in formula, EsiIt is composite modulus, ZiAnd Zi-1Based on bottom surface
Respectively to the depth in the range of i-th layer and the i-th -1 layer bottom surface,WithBased on bottom surface respectively to i-th layer and the i-th -1 layer bottom surface
In the range of average additional stress coefficient, according to《Building foundation treatment technical specification》(JGJ-79-91) determining, whole ground
Composite modulus can be divided into three parts along depth direction, Part I is the ground that cement mixing pile, I-steel and soil are formed, the
Two parts are the ground that I-steel and soil are formed, and Part III is the ground that subjacent bed soil is formed.
Part I composite modulus Es1sComputing formula is using as follows：Es1s=m1sEc1s+m2gEc2g+(1-m1s-m2g)Es, the
Two part composite modulus Es2sComputing formula is using as follows：Es2s=m2gEc2g+(1-m2g)Es。
If sedimentation is more than 100mm, increases I-steel length and quantity is settled and checked again, until sedimentation reaches
Till requirement.
Construction procedure includes：
(1) the raft board concrete for installing I-steel position is cut into out back pouring hole, and cuts off the unnecessary reinforcing bar in top；
(2) rig drilling tool is drilled with I-shaped groove through back pouring hole in cement mixing pile pile body, and drill tip installs I-shaped cutter
To cut soil cement, sling I-steel using loop wheel machine, ensure vertical by fixing steel plate during I-steel insertion I-shaped groove
Degree；
(3) space of waterglass closing I-steel and I-shaped groove, waterglass injection pressure are injected in I-steel insertion after finishing
For 1～1.2MPa, to ensure slip casting effect.
(4) block rubber is laid at the top of I-steel；
(5) reach three layers after house and in back pouring hole be put into the steel reinforcement cage that is made up of reinforcement and stirrup again later；Due to work
Word steel rigidity is substantially much greater than cement mixing pile rigidity or native rigidity, easily first carries under upper load effect, water
Mud stirring pile bearing capacity is particularly native bearing capacity and is difficult to be played, back pouring hole re-closed mesh after house reaches three layers
Be to allow cement mixing pile and soil first to participate in carrying, treat the ability that the number of plies increases cement mixing pile, I-steel and earth cooperation are carried
Can further enhance.
(6) back pouring hole is poured, back pouring hole adopts expansive concrete；It is middle after first periphery that back pouring hole pours order, and to the greatest extent
Measure by the way of symmetrical closing, than more uniform when carrying I-steel.
Constructing operation of the present invention is convenient, safe and reliable.
Description of the drawings
Fig. 1 is cushion cap schematic diagram, and Fig. 2 is the raft foundation elevational schematic view with rigid pile foundation form, and Fig. 3 is band rigidity
The raft foundation floor map of pile foundation form, Fig. 4 is the raft foundation floor map with flexible pile base form.
1st, cushion cap, 2, concrete-pile, 3, block rubber, 4, back pouring hole, 5, dowel, 6, minor diameter concrete-pile, 7, prefabricated
Concrete pipe collar, 8, rubble sand bedding course, 9, new casting foundation, 10, cement mixing pile, 11, I-steel.
Specific embodiment
Embodiment one
The basis in house adopts raft foundation after transformation, and raft foundation thickness is 700mm, and raft foundation is by cutting low rear cushion cap
1 and new casting foundation 9 constitute, the lower rebar of new casting foundation 9 using a diameter of 22mm reinforcing bar, bar spacing is 150mm, cushion cap 1
Entirety is linked to be by dowel 5 with new casting foundation 9, the spacing of dowel 5 is 200mm, and a diameter of 22mm of dowel 5, dowel 5 is stretched
It is 250mm, a diameter of 24mm of the embedded hole of cushion cap 1 to enter the pre-buried hole length of cushion cap 1, and space is adopted between dowel 5 and the embedded hole of cushion cap 1
Clogged with epoxy resin, dowel 5 exposes to the length of cushion cap 1 for 400mm.Back pouring hole 4 is set in cushion cap 1, the diameter of back pouring hole 4 with
Concrete-pile 2 is identical.
Minor diameter concrete-pile 6, a diameter of 200mm of minor diameter concrete-pile 6, in concrete-pile 2 are arranged outside cushion cap 1
Stake top arranges block rubber 3, and the thickness of block rubber 3 is 120mm.The pile crown of minor diameter concrete-pile 6 arranges precast concrete pipe collar 7, in advance
It is highly 100mm that concrete pipe collar 7 processed is embedded in the pile crown of minor diameter concrete-pile 6, and the top of precast concrete pipe collar 7 is more mixed than minor diameter
The solidifying soil stake top of stake 6 is higher by 120mm.The stake top of minor diameter concrete-pile 6 lays rubble sand bedding course 8, and the thickness of rubble sand bedding course 8 is
120mm, Geological condition has hard formation in 15m superficial parts, and minor diameter concrete-pile 6 stretches into superficial part hard formation 600mm, with concrete-pile
2 form length pilework.
The quantity of minor diameter concrete-pile 6 is according to requirement for bearing capacity and requirement of settlement control two ore control, minor diameter concrete
6 quantity of stake first primarily determine that quantity S of minor diameter concrete-pile 6 determines according to following formula, S=m according to bearing capacity2Az/Ap2, AzFor raft
Plate foundation bottom area, m2For the replacement rate of minor diameter concrete-pile 6, i.e. stake total sectional area and the ratio of raft foundation bottom area
Value, Ap2For the sectional area of minor diameter concrete-pile 6, replacement rate m of minor diameter concrete-pile 62Determined according to following formula, f=m1R1/Ap1+
(Ec2/Ec1)m2R2/Ap2+θ(Es/Ec1)fs, m in formula1For the replacement rate of concrete-pile 2, the i.e. total sectional area of concrete-pile 2 and raft plate base
The ratio of plinth bottom area, R1For the bearing capacity of concrete-pile 2, Ap1For the sectional area of concrete-pile 2, Ec1For the springform of concrete-pile 2
Amount, Ec2For the elastic modelling quantity of minor diameter concrete-pile 6, m2For the replacement rate of minor diameter concrete-pile 6, R2For minor diameter concrete-pile 6
Bearing capacity, Ap2For the sectional area of minor diameter concrete-pile 6, θ is reduction coefficient, takes 0.5～0.6, EsFor native elastic modelling quantity, fsFor soil
Foundation bearing capacity.
Primarily determine that carrying out sedimentation after the quantity of minor diameter concrete-pile 6 checks according to requirement for bearing capacity.Settlement formula
Using as follows：
P is the stress that top passes to ground in formula, EsiIt is composite modulus, ZiAnd Zi-1For
The bottom of foundation respectively to the depth in the range of i-th layer and the i-th -1 layer bottom surface,WithBased on bottom surface respectively to i-th layer and
Average additional stress coefficient in the range of i-1 layers bottom surface, according to《Building foundation treatment technical specification》(JGJ-79-91) come true
Fixed, the composite modulus of whole ground can be divided into three parts along depth direction, and Part I is concrete-pile 2, minor diameter concrete
The ground that stake 6 and soil are formed, Part II is the ground that concrete-pile 2 and soil are formed, and Part III is that subjacent bed soil is formed
Ground.
Part I composite modulus Es1Computing formula is using as follows：Es1=m1Ec1+m2Ec2+(1-m1-m2)Es, Part II
Composite modulus Es2Computing formula is using as follows：Es2=m1Ec1+(1-m1)Es。
If sedimentation is more than 100mm, increases the length of minor diameter concrete-pile 6 and quantity is settled and checked again, directly
Requirement being reached to sedimentation.According to above-mentioned steps, the quantity of I-steel 11 is defined as 125.
Construction procedure includes：
(1) former cushion cap 1 is cut higher than the top mark high-order bit concrete of new casting foundation 9, is cut to the top mark of new casting foundation 9
150mm below high-order bit, and the unnecessary reinforcing bar in top is cut off, bottom stirrup welds little stirrup, and little stirrup is highly 100mm, little
For 8mm, spacing is 50～100mm to the bar diameter that stirrup is adopted, and steel bar stress is set up above little stirrup and colligation is carried out and is consolidated
It is fixed；
(2) the position concrete chisel removal of 1 concrete-pile of former cushion cap 2 is gone out into back pouring hole 4, the stake top of concrete-pile 2 carries out cutting low, is mixed
Coagulate the soil stake top absolute altitude of stake 2 100～150mm lower than the bottom absolute altitude of former cushion cap 1；The stake top of concrete-pile 2 is cut low in place afterwards by concrete-pile 2
Stake top exposed steel bar wipe out with cut it is low in place after the stake top of concrete-pile 2 flush；
(3) the minor diameter concrete-pile 6 between construction bearing platform 1, the stake top absolute altitude of minor diameter concrete-pile 6 is than the bottom of former cushion cap 1
Low 50～the 100mm of absolute altitude；
(4) it is inserted in precast concrete pipe collar 7 in the stake top of minor diameter concrete-pile 6；
(5) in the stake top of minor diameter concrete-pile 6 laying rubble sand bedding course 8；
(6) preformed hole is drilled with electric drill, in preformed hole dowel 5 is inserted into, and with epoxy resin sealing preformed hole and company
Connect space between muscle 5；
(7) the new reinforcing bar of casting foundation 9 of colligation, installs the template of new casting foundation 9, the concrete of new casting foundation 9 is poured, then by cushion cap
1 is poured less than the top mark high-order bit concrete of new casting foundation 9；
(8) the low stake top of concrete-pile 2 laying block rubber 3 rear in place is being cut；
(9) reach three layers after house and with expansive concrete close back pouring hole 4 again later.
Embodiment two
For using the flexible pile basis that for example cement mixing pile 10 is reinforced in the present embodiment, using following technical side
Case：
The basis in house adopts raft foundation after transformation, and raft foundation thickness is 700mm, and the length of cement mixing pile 10 is
15m, inserts I-steel 11 in part of cement mixing pile 10, and the length of I-steel 11 is 30m.I-steel 11 arranges position raft plate base
Plinth arranges back pouring hole 4, and the diameter of back pouring hole 4 is identical with the diameter of cement mixing pile 10.Block rubber 3, block rubber 3 are laid in I-steel 11
Thickness is 180mm.Reinforcement is set at the position of back pouring hole 4, reinforcement is the reinforcing bar of 4 a diameter of 25mm, while setting space
For the stirrup of 200mm, stirrup diameter is 8mm.
The quantity of I-steel 11 according to requirement for bearing capacity and requirement of settlement control two ore control, first hold the quantity of I-steel 11 by basis
Carry power to primarily determine that, quantity G of I-steel 11 determines according to following formula, G=m2gAz/Ap2g, AzFor raft foundation bottom area, m2gFor
The ratio of the replacement rate of I-steel 11, i.e. stake total sectional area and raft foundation bottom area, Ap2gFor the sectional area of I-steel 11, I-shaped
Replacement rate m of steel 112gDetermined according to following formula,
F=m1sR1s/Ap1s+(Ec2g/Ec1s)m2gR2g/Ap2g+β(Es/Ec1s)fs, m in formula1sTo be not inserted into the water of I-steel 11
The replacement rate of mud mixing pile 10, that is, be not inserted into the total sectional area of cement mixing pile 10 of I-steel 11 and the ratio of raft foundation bottom area
Value, R1sFor the bearing capacity of cement mixing pile 10, Ap1sFor the sectional area of cement mixing pile 10, Ec1sFor the elastic modelling quantity of cement mixing pile 10,
Ec2gFor the elastic modelling quantity of I-steel 11, m2gFor the replacement rate of I-steel 11, R2gFor the bearing capacity of I-steel 11, Ap2gFor 11 sections of I-steel
Area, β is reduction coefficient, takes 0.75, EsFor native elastic modelling quantity, fsFor native foundation bearing capacity；
Primarily determine that carrying out sedimentation after the quantity of I-steel 11 checks according to requirement for bearing capacity.Settlement formula is using such as
Under：P is the stress that top passes to ground in formula, EsiIt is composite modulus, ZiAnd Zi-1Based on
Bottom surface respectively to the depth in the range of i-th layer and the i-th -1 layer bottom surface,WithBased on bottom surface respectively to i-th layer and the i-th -1 layer
Average additional stress coefficient in the range of bottom surface, according to《Building foundation treatment technical specification》(JGJ-79-91) determining, entirely
The composite modulus of ground can be divided into three parts along depth direction, and Part I is that cement mixing pile 10, I-steel 11 and soil are formed
Ground, Part II be I-steel 11 and soil formed ground, Part III be subjacent bed soil formed ground.
Part I composite modulus Es1sComputing formula is using as follows：Es1s=m1sEc1s+m2gEc2g+(1-m1s-m2g)Es, the
Two part composite modulus Es2sComputing formula is using as follows：Es2s=m2gEc2g+(1-m2g)Es。
If sedimentation is more than 100mm, increases the length of I-steel 11 and quantity is settled and checked again, until sedimentation reaches
To requiring.According to above-mentioned steps, the quantity of I-steel 11 is defined as 76.
Construction procedure includes：
(1) the raft board concrete for installing the position of I-steel 11 is cut into out back pouring hole 4, and cuts off the unnecessary reinforcing bar in top；
(2) rig drilling tool is drilled with I-shaped groove through back pouring hole 4 in the pile body of cement mixing pile 10, and drill tip installs I-shaped knife
Tool is sling I-steel 11 cutting soil cement using loop wheel machine, is protected by fixing steel plate during the insertion I-shaped groove of I-steel 11
Card perpendicularity；
(3) space of waterglass closing I-steel 11 and I-shaped groove, waterglass injection are injected in the insertion of I-steel 11 after finishing
Pressure is 1～1.2MPa, to ensure slip casting effect.
(4) in the top of I-steel 11 laying block rubber 3；
(5) reach three layers after house and in back pouring hole 4 be put into the steel reinforcement cage that is made up of reinforcement and stirrup again later；
(6) back pouring hole 4 is poured, back pouring hole 4 adopts expansive concrete；It is middle after first periphery that back pouring hole 4 pours order, and
As far as possible by the way of symmetrical closing.
Claims (6)
1. a kind of foundation construction method for tearing down and building house foundation, the basis in house adopts raft foundation, raft after it is characterized in that transforming
Plate base thickness is 600～800mm, and raft foundation by low rear cushion cap is cut and new casting foundation is constituted, adopt by new casting foundation lower rebar
With the reinforcing bar of a diameter of 20～25mm, bar spacing is 150～200mm, and cushion cap and new casting foundation are linked to be entirety by dowel,
Dowel spacing is 200～250mm, a diameter of 22～25mm of dowel, dowel stretch into the pre-buried hole length of cushion cap for 250～
300mm, a diameter of 24～27mm of cushion cap embedded hole, space is clogged using epoxy resin between dowel and cushion cap embedded hole, even
Connect muscle and expose to cushion cap length for 400～450mm；Back pouring hole is set in cushion cap, and back pouring hole diameter is identical with concrete-pile.
Minor diameter concrete-pile, a diameter of 150～300mm of minor diameter concrete-pile, in concrete-pile stake are arranged outside cushion cap
Top arranges block rubber, and block rubber thickness is 100～150mm；Minor diameter concrete-pile pile crown arranges precast concrete pipe collar, prefabricated
The embedded minor diameter concrete-pile pile crown of concrete pipe collar is highly 100mm, and precast concrete pipe collar top is than minor diameter concrete
Stake stake top is higher by 120～150mm；Minor diameter concrete-pile stake top lay rubble sand bedding course, stone sand cushion thickness be 120～
150mm, minor diameter concrete-pile stake is long long with concrete-pile stake identical, little straight if Geological condition has hard formation in superficial part
Footpath concrete-pile stretches into superficial part 500～800mm of hard formation.
2. the foundation construction method for tearing down and building house foundation according to claim 1, is characterized in that minor diameter concrete-pile number
Amount is according to requirement for bearing capacity and requirement of settlement control two ore control, and minor diameter concrete-pile quantity is first tentatively true according to bearing capacity
Fixed, minor diameter concrete-pile quantity S determines according to following formula, S=m2Az/Ap2, AzFor raft foundation bottom area, m2For minor diameter
The ratio of concrete-pile replacement rate, i.e. stake total sectional area and raft foundation bottom area, Ap2For minor diameter concrete-pile sectional area,
Minor diameter concrete-pile replacement rate m2Determined according to following formula, f=m1R1/Ap1+(Ec2/Ec1)m2R2/Ap2+θ(Es/Ec1)fs, m in formula1
For concrete-pile replacement rate, i.e. concrete-pile total sectional area and the ratio of raft foundation bottom area, R1For concrete-pile carrying
Power, Ap1For concrete-pile sectional area, Ec1For concrete-pile elastic modelling quantity, Ec2For minor diameter concrete-pile elastic modelling quantity, m2For little
Diameter concrete-pile replacement rate, R2For minor diameter concrete-pile bearing capacity, Ap2For minor diameter concrete-pile sectional area, θ is reduction
Coefficient, takes 0.5～0.6, EsFor native elastic modelling quantity, fsFor native foundation bearing capacity；
Primarily determine that carrying out sedimentation after minor diameter concrete-pile quantity checks according to requirement for bearing capacity, settlement formula is using such as
Under：
P is the stress that top passes to ground in formula, EsiIt is composite modulus, ZiAnd Zi-1Based on
Bottom surface respectively to the depth in the range of i-th layer and the i-th -1 layer bottom surface,WithBased on bottom surface respectively to i-th layer and the i-th -1 layer
Average additional stress coefficient in the range of bottom surface, according to《Building foundation treatment technical specification》(JGJ-79-91) determining, entirely
The composite modulus of ground can be divided into three parts along depth direction, and Part I is concrete-pile, minor diameter concrete-pile and native shape
Into ground, Part II be concrete-pile and soil formed ground, Part III be subjacent bed soil formed ground；
Part I composite modulus Es1Computing formula is using as follows：Es1=m1Ec1+m2Ec2+(1-m1-m2)Es, Part II be combined
Modulus Es2Computing formula is using as follows：Es2=m1Ec1+(1-m1)Es；
If sedimentation is more than 100mm, increases minor diameter concrete-pile length and quantity is settled and checked again, until sedimentation
Till reaching requirement.
3. the foundation construction method for tearing down and building house foundation according to claim 1, is characterized in that construction procedure includes：
(1) former cushion cap is cut higher than new casting foundation top mark high-order bit concrete, is cut to new casting foundation top mark high-order bit
Following 150mm, and the unnecessary reinforcing bar in top is cut off, bottom stirrup welds little stirrup, and little stirrup is highly 100mm, little stirrup institute
For 8mm, spacing is 50～100mm to the bar diameter for adopting, and steel bar stress is set up above little stirrup and colligation is carried out and is fixed；
(2) former cushion cap concrete-pile position concrete chisel removal is gone out into back pouring hole, concrete-pile stake top carries out cutting low, concrete-pile stake
High 100～the 150mm lower than former cushion cap bottom absolute altitude of top mark；Concrete-pile stake top is cut low in place afterwards by concrete-pile stake top exposed steel bar
Wipe out with cut it is low in place after concrete-pile stake top flush；
(3) the minor diameter concrete-pile between construction bearing platform, minor diameter concrete-pile stake top absolute altitude is lower by 50 than former cushion cap bottom absolute altitude
～100mm；
(4) it is inserted in precast concrete pipe collar in minor diameter concrete-pile stake top；
(5) rubble sand bedding course is laid in minor diameter concrete-pile stake top；
(6) be drilled with preformed hole with electric drill, in preformed hole dowel be inserted into, and with epoxy resin sealing preformed hole and dowel it
Between space；
(7) the new casting foundation reinforcing bar of colligation, installs new casting foundation template, pours new casting foundation concrete, then by cushion cap less than new
Casting foundation top mark high-order bit concrete is poured；
(8) low concrete-pile stake top laying block rubber rear in place is being cut；
(9) reach three layers after house and with expansive concrete close back pouring hole again later.
4. a kind of foundation construction method for tearing down and building house foundation, it is characterized in that for being carried out using flexible pile such as cement mixing pile plus
Solid basis, employ the following technical solutions：
The basis in house adopts raft foundation after transformation, and raft foundation thickness is 600～800mm, in part of cement mixing pile
Insertion I-steel, I-steel length is 1.8～2.5 times of cement mixing pile length；I-steel arranges position and arranges back pouring hole, after
Pour bore dia identical with cement mixing pile diameter；Block rubber is laid in I-steel, block rubber thickness is 150～200mm.Pour after
Hole portion position arranges reinforcement, and reinforcement is the reinforcing bar of 4 a diameter of 25mm, while setting space is the stirrup of 200mm, stirrup is straight
Footpath is 8mm.
5. the foundation construction method for tearing down and building house foundation according to claim 4, is characterized in that I-steel quantity according to holding
Carry power to require and requirement of settlement control two ore control, I-steel quantity is first primarily determined that according to bearing capacity, I-steel quantity G according to
Following formula determination, G=m2gAz/Ap2g, AzFor raft foundation bottom area, m2gFor I-steel replacement rate, i.e. stake total sectional area and raft plate
The ratio of foundation bottom area, Ap2gFor I-steel sectional area, I-steel replacement rate m2gDetermined according to following formula,
F=m1sR1s/Ap1s+(Ec2g/Ec1s)m2gR2g/Ap2g+β(Es/Ec1s)fs, m in formula1sTo be not inserted into the cement mixing of I-steel
Stake replacement rate, that is, be not inserted into the cement mixing pile total sectional area of I-steel and the ratio of raft foundation bottom area, R1sFor cement
Stirring pile bearing capacity, Ap1sFor cement mixing dowel section area, Ec1sFor cement mixing pile elastic modelling quantity, Ec2gFor I-steel springform
Amount, m2gFor I-steel replacement rate, R2gFor I-steel bearing capacity, Ap2gFor I-steel sectional area, β is reduction coefficient, take 0.7～
0.8, EsFor native elastic modelling quantity, fsFor native foundation bearing capacity；
Primarily determined that according to requirement for bearing capacity and carry out after I-steel quantity that sedimentation is checked；Settlement formula is using as follows：P is the stress that top passes to ground in formula, EsiIt is composite modulus, ZiAnd Zi-1Based on bottom surface
Respectively to the depth in the range of i-th layer and the i-th -1 layer bottom surface,WithBased on bottom surface respectively to i-th layer and the i-th -1 layer bottom surface
In the range of average additional stress coefficient, according to《Building foundation treatment technical specification》(JGJ-79-91) determining, whole ground
Composite modulus can be divided into three parts along depth direction, Part I is the ground that cement mixing pile, I-steel and soil are formed, the
Two parts are the ground that I-steel and soil are formed, and Part III is the ground that subjacent bed soil is formed；
Part I composite modulus Es1sComputing formula is using as follows：Es1s=m1sEc1s+m2gEc2g+ (1～m1s-m2g)Es, second
Divide composite modulus Es2sComputing formula is using as follows：Es2s=m2gEc2g+(1-m2g)Es；
If sedimentation is more than 100mm, increases I-steel length and quantity is settled and checked again, until sedimentation reaches requirement
Till.
6. the foundation construction method for tearing down and building house foundation according to claim 4, is characterized in that construction procedure includes：
(1) the raft board concrete for installing I-steel position is cut into out back pouring hole, and cuts off the unnecessary reinforcing bar in top；
(2) rig drilling tool is drilled with I-shaped groove through back pouring hole in cement mixing pile pile body, and drill tip installs I-shaped cutter to cut
Soil cement is cut, is sling I-steel using loop wheel machine, perpendicularity is ensured by fixing steel plate during I-steel insertion I-shaped groove；
(3) space of waterglass closing I-steel and I-shaped groove is injected in I-steel insertion after finishing, and waterglass injection pressure is 1～
1.2MPa, to ensure slip casting effect；
(4) block rubber is laid at the top of I-steel；
(5) reach three layers after house and in back pouring hole be put into the steel reinforcement cage that is made up of reinforcement and stirrup again later；
(6) back pouring hole is poured, back pouring hole adopts expansive concrete；It is middle after first periphery that back pouring hole pours order, and using right
Claim the mode of closing.
Priority Applications (4)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810323695.5A CN108547337B (en) | 2016-11-22 | 2016-11-22 | Foundation construction technology for building foundation |
| CN201611089336.5A CN106592658B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the foundation construction method of house foundation |
| CN201810325126.4A CN108425387B (en) | 2016-11-22 | 2016-11-22 | Foundation reinforcing construction technology for building foundation |
| CN201710436016.0A CN107191001B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the strengthening of foundation construction method of house foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611089336.5A CN106592658B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the foundation construction method of house foundation |
Related Child Applications (3)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810323695.5A Division CN108547337B (en) | 2016-11-22 | 2016-11-22 | Foundation construction technology for building foundation |
| CN201710436016.0A Division CN107191001B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the strengthening of foundation construction method of house foundation |
| CN201810325126.4A Division CN108425387B (en) | 2016-11-22 | 2016-11-22 | Foundation reinforcing construction technology for building foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106592658A true CN106592658A (en) | 2017-04-26 |
| CN106592658B CN106592658B (en) | 2018-11-09 |
Family
ID=58594627
Family Applications (4)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810323695.5A Active CN108547337B (en) | 2016-11-22 | 2016-11-22 | Foundation construction technology for building foundation |
| CN201611089336.5A Active CN106592658B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the foundation construction method of house foundation |
| CN201710436016.0A Active CN107191001B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the strengthening of foundation construction method of house foundation |
| CN201810325126.4A Active CN108425387B (en) | 2016-11-22 | 2016-11-22 | Foundation reinforcing construction technology for building foundation |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810323695.5A Active CN108547337B (en) | 2016-11-22 | 2016-11-22 | Foundation construction technology for building foundation |
Family Applications After (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710436016.0A Active CN107191001B (en) | 2016-11-22 | 2016-11-22 | Tear down and build the strengthening of foundation construction method of house foundation |
| CN201810325126.4A Active CN108425387B (en) | 2016-11-22 | 2016-11-22 | Foundation reinforcing construction technology for building foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (4) | CN108547337B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108532624A (en) * | 2018-05-31 | 2018-09-14 | 广东工业大学 | A kind of chemicals tank raft foundation ruggedized construction and its preparation process |
| CN111173052A (en) * | 2019-04-04 | 2020-05-19 | 中建二局第三建筑工程有限公司 | Raft plate structure and construction method for carrying out sinking repair on wood structure foundation by using same |
| CN114215380A (en) * | 2021-12-25 | 2022-03-22 | 金瀚建设有限公司 | Lengthening construction method for existing building raft foundation |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110359475A (en) * | 2019-07-25 | 2019-10-22 | 广东庆余堂建筑科技有限公司 | The structure and its construction method of digging-free reinforcing raft foundation |
| CN111576920B (en) * | 2020-06-03 | 2021-09-10 | 中天建设集团有限公司 | Reinforced foundation for building foundation and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102005027107A1 (en) * | 2005-06-10 | 2006-12-14 | Sedra Gmbh | Running track for streetcar has rails embedded in elastic cushion on raft of ballast embedded in concrete |
| CN1970897A (en) * | 2005-11-23 | 2007-05-30 | 张准胜 | Method and device for building underground space structure for established building by using public land |
| CN101294396A (en) * | 2008-06-13 | 2008-10-29 | 朱奎 | Different-stiffness composite pile composite foundation and processing method |
| CN103321118A (en) * | 2013-07-09 | 2013-09-25 | 中铁第四勘察设计院集团有限公司 | Bridge road transition section roadbed structure of deep layer yielding ground regions |
| WO2014139252A1 (en) * | 2013-03-15 | 2014-09-18 | 中国十七冶集团有限公司 | Method for constructing large raft foundation in high-temperature environment |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201554047U (en) * | 2009-11-20 | 2010-08-18 | 高振伟 | Grouting pipe used for repairing defects of underground building curtain by grouting method |
| CN101935986B (en) * | 2010-10-09 | 2011-12-28 | 中铁八局集团第一工程有限公司 | Overwater large-span steel tube pile cast-in-situ trestle and building method thereof |
| CN103195114B (en) * | 2013-03-29 | 2015-07-08 | 中国建筑第八工程局有限公司 | High-rise building foundation strengthening construction method on weak geological conditions |
| CN203795451U (en) * | 2014-02-19 | 2014-08-27 | 中铁第四勘察设计院集团有限公司 | Strengthening and reinforcing structure for defect precast driven pile foundation |
| CN104912067A (en) * | 2014-03-15 | 2015-09-16 | 温州荣强海洋科技有限公司 | High-pressure rotary spraying threaded pile |
| US9290957B1 (en) * | 2014-12-31 | 2016-03-22 | Fortress Stabilization Systems | Structure reinforcement system and method |
| US9903085B2 (en) * | 2015-03-11 | 2018-02-27 | 4D Tech Solutions, Inc. | Pile repair clamp |
-
2016
- 2016-11-22 CN CN201810323695.5A patent/CN108547337B/en active Active
- 2016-11-22 CN CN201611089336.5A patent/CN106592658B/en active Active
- 2016-11-22 CN CN201710436016.0A patent/CN107191001B/en active Active
- 2016-11-22 CN CN201810325126.4A patent/CN108425387B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102005027107A1 (en) * | 2005-06-10 | 2006-12-14 | Sedra Gmbh | Running track for streetcar has rails embedded in elastic cushion on raft of ballast embedded in concrete |
| CN1970897A (en) * | 2005-11-23 | 2007-05-30 | 张准胜 | Method and device for building underground space structure for established building by using public land |
| CN101294396A (en) * | 2008-06-13 | 2008-10-29 | 朱奎 | Different-stiffness composite pile composite foundation and processing method |
| WO2014139252A1 (en) * | 2013-03-15 | 2014-09-18 | 中国十七冶集团有限公司 | Method for constructing large raft foundation in high-temperature environment |
| CN103321118A (en) * | 2013-07-09 | 2013-09-25 | 中铁第四勘察设计院集团有限公司 | Bridge road transition section roadbed structure of deep layer yielding ground regions |
Non-Patent Citations (1)
| Title |
|---|
| 李耀琨: "岩溶地区高层建筑刚性桩复合地基筏板基础体系的受理性能研究", 《中国优秀硕士论文》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108532624A (en) * | 2018-05-31 | 2018-09-14 | 广东工业大学 | A kind of chemicals tank raft foundation ruggedized construction and its preparation process |
| CN111173052A (en) * | 2019-04-04 | 2020-05-19 | 中建二局第三建筑工程有限公司 | Raft plate structure and construction method for carrying out sinking repair on wood structure foundation by using same |
| CN114215380A (en) * | 2021-12-25 | 2022-03-22 | 金瀚建设有限公司 | Lengthening construction method for existing building raft foundation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108425387A (en) | 2018-08-21 |
| CN107191001A (en) | 2017-09-22 |
| CN108547337B (en) | 2020-02-28 |
| CN108425387B (en) | 2020-02-04 |
| CN107191001B (en) | 2019-05-03 |
| CN106592658B (en) | 2018-11-09 |
| CN108547337A (en) | 2018-09-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106592658A (en) | Foundation construction method for demolishing and rebuilding house foundation | |
| CN100572683C (en) | The large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices | |
| CN102444142B (en) | Pile group column replacement expanded basement and construction method of same | |
| CN108547641B (en) | Substrate reinforcing system of heavy-duty railway tunnel in water-rich weak stratum and construction method thereof | |
| CN102277880B (en) | Large-sized box jacking control construction method capable of enhancing accuracy | |
| CN104846810A (en) | Self-circulating posterior grouting bored pile construction method | |
| CN106988334B (en) | A kind of open caisson support construction and open caisson construction method | |
| CN102121251A (en) | Construction method for pouring main tower pier foundation of bridge on deep-water oblique river bed | |
| CN108517861B (en) | Composite reinforced pile structure for resisting foundation uplift and construction method | |
| CN106337391A (en) | Long piled wharf panel bottom large-area damage repairing construction method | |
| CN106869151A (en) | A kind of bridge construction method of deep foundation ditch | |
| CN102430277A (en) | Coarse grid sunk well for physically processing waste water and construction method thereof | |
| CN105862862B (en) | A kind of large diameter pile buries hammer Refloatation method | |
| CN106400807B (en) | Extra large work barge grouting method and its equipment | |
| CN205776282U (en) | A kind of immersed tube tunnel rebuilds cofferdam structure | |
| CN103276645B (en) | Precast pile, beam and slab renovation technology for diseases of existing line tunnel base | |
| CN111021371A (en) | Karst cave foundation pit supporting construction method | |
| CN106400745B (en) | A kind of sea work barge operational method and equipment | |
| CN206752413U (en) | A kind of extra large work barge implement | |
| CN106192880B (en) | The box harbour of L-type and its method of construction | |
| CN211171922U (en) | Construction structure for improving stability of groove wall | |
| CN107476293A (en) | A kind of quick spreading structure of soft soil foundation bored concrete pile configures and its spreading method | |
| CN202787211U (en) | Low-strength rigid pile-permeable concrete pile novel dual compound foundation | |
| CN206328759U (en) | Extra large work barge grouting equipment | |
| CN106400860B (en) | Extra large work block ground mass bed reinforcement means and equipment |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP02 | Change in the address of a patent holder |
Address after: 245400 building 3, Yaoshun Avenue, Haiyang Town, Xiuning County, Huangshan City, Anhui Province Patentee after: Ye Xiangfei Address before: 325000 Zhejiang city of Wenzhou Province Economic and Technological Development Zone Shacheng five a Street Street No. 30 Patentee before: Ye Xiangfei |
|
| CP02 | Change in the address of a patent holder | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20201230 Address after: 537100 Comprehensive Economic Development Zone of Three-invested Enterprises in Gangnan District, Guigang City, Guangxi Zhuang Autonomous Region (near the traffic lights of Jiangnan Industrial Zone) Patentee after: Guangxi Xin Bin Cheng Machinery Co.,Ltd. Address before: 245400 building 3, Yaoshun Avenue, Haiyang Town, Xiuning County, Huangshan City, Anhui Province Patentee before: Ye Xiangfei |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20210507 Address after: 102200 423, 4 / F, block a, Xinhua future city building, 175 Litang Road, Changping District, Beijing Patentee after: Li Qiannan Address before: 537100 Comprehensive Economic Development Zone of Three-invested Enterprises in Gangnan District, Guigang City, Guangxi Zhuang Autonomous Region (near the traffic lights of Jiangnan Industrial Zone) Patentee before: Guangxi Xin Bin Cheng Machinery Co.,Ltd. |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20211217 Address after: 515000 second floor of Chigang Hongqiao urban construction complex building, Haojiang District, Shantou City, Guangdong Province Patentee after: DAHAO MUNICIPAL CONSTRUCTION Co.,Ltd. Address before: 102200 423, 4 / F, block a, Xinhua future city building, 175 Litang Road, Changping District, Beijing Patentee before: Li Qiannan |