CN105019462B - Excavation method for outseam rock-socketed cast-in-place pile retaining foundation pit - Google Patents
Excavation method for outseam rock-socketed cast-in-place pile retaining foundation pit Download PDFInfo
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- CN105019462B CN105019462B CN201410172213.2A CN201410172213A CN105019462B CN 105019462 B CN105019462 B CN 105019462B CN 201410172213 A CN201410172213 A CN 201410172213A CN 105019462 B CN105019462 B CN 105019462B
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Abstract
The invention relates to foundation pit construction, and in particular to a construction method for a foundation pit on a rock foundation. An excavation method for an outseam rock-socketed cast-in-place pile retaining foundation pit comprises the steps that firstly, stratum soil is analyzed, and the minimum surrounding rock thickness of a retaining spud is determined; secondly, a rock-socketed cast-in-place pile is constructed, and a post-grouting hole is formed; thirdly, presplitting charging hole is constructed; fourthly, a static fracturing agent is used for fracturing and excavating bed rock; and fifthly, original groove casting of a foundation pit structure is carried out. According to the method, accidents happening during excavating are avoided, and the construction cost and the construction period are ensured.
Description
Technical field
The present invention relates to the foundation ditch construction method on foundation pit construction, more particularly, to rock foundation.
Background technology
In coastal plastic flow mud weak soil, Denudation monadnock geomorphologic subregion, in many plastic flow mud soil layers under sleeping sial bury
Deeply in 4 ~ 7m, the foundation ditch such as underground pipe canal built therebetween needs to carry out pledge excavation.The stratum of sleeping granite under mud, generally
Foundation ditch is gone along with sb. to guard him using punching embedded rock pile, but because basement rock is hard, increases the Percussion Piles depth duration and expense cost is higher, and stratum
Scar big rise and fall, can affect structure construction using increasing inner support mode, being affected by mud geology using anchor pole form can not
OK.
Content of the invention
It is contemplated that overcoming the defect of prior art, providing one kind to hang pin piles set into rock and going along with sb. to guard him foundation ditch excavation method.
Present invention, avoiding excavation and have an accident it is ensured that construction cost and duration.
The present invention is realized in：One kind is hung pin piles set into rock and is gone along with sb. to guard him foundation ditch excavation method, and it includes：
Step one：Analysis stratum soil property, determines and goes along with sb. to guard him footing minimum country rock thickness；Including：
A) according to foundation ditch section, analysis geology soil layer and survey report, take vertical unit length foundation ditch as research object,
Space problem is converted into plane problem, fender post stake is calculated according to the thickness of the layer, natural density, internal friction angle and cohesive strength
The active earth pressure of the soil body afterwards, computing formula is：
In formula： e：Active earth pressure, kpa；
γ：The natural density of soil, KN/m；s：The depth of soil, m；
Φ:The internal friction angle of soil, °； C：The cohesive strength of soil, kpa；
Active earth pressure make a concerted effort be E, E=0.5e*s, point of resultant force in 2s/3 depth, the country rock that support pile is subject to
Pressure is p；
B) foundation ditch is gone along with sb. to guard him for band inner support piles set into rock it is assumed that support pile building-in depth is z, then pressure from surrounding rock is made a concerted effort
For pz, apart from support force T application point a+0.5z, the distance away from support force T application point d for the E is a-s/3, active earth pressure and country rock
Pressure takes square to T point, by Σ M T=0, that is,：
In formula：a:Support center is to the distance of country rock top surface, m；
γ：The natural density of soil, kn/m；
s:Foundation depth, m；
c：Cohesive strength, kpa；φ：Internal friction angle, °；
p：Pressure from surrounding rock, kpa； z：Building-in depth;
The solution equation can try to achieve footing pressure from surrounding rock p value size；Stake bottom country rock section turn moment is maximum, and Mmax=
0.5pz2, country rock allowable tensile stress is<σ>, country rock section composite bending modulus are W=h2/ 6, in order that country rock is in trouble free service shape
State, needs to meet：W≥Mmax/<σ>, i.e. h2/6≥0.5pz2/<σ>, country rock thickness minimum of a value h can be tried to achieve, actual value is according to base
Hole safe class is multiplied by the safety coefficient more than 1；Take different building-in depth z, calculate corresponding country rock by above-mentioned steps thick
Degree h, considers determination building-in depth and country rock thickness from duration, cost and security standpoint；
Step 2：Construction piles set into rock, arranges grouting behind shaft or drift lining hole；Including：
a）Minimum country rock thickness according to determining in step one carries out unwrapping wire, determines grout pile position, and according to step one
The building-in depth of middle determination is punched out or drilled pile construction；
b）Install going along with sb. to guard him filling pile cage of reinforcement, after borehole cleaning, pre-buried elongated Grouting Pipe in stake holes steel reinforcement cage;
Step 3：Construction presplitting medicine hole；Including:
A) in the curing period after the completion of going along with sb. to guard him filling pile construction, carry out the construction of presplitting medicine hole, the arrangement principle in medicine hole is:
Arranged to two side row holes with foundation ditch center line, median pore radius are maximum, are gradually reduced to both sides aperture, each according to 1#, 2#, 3#,
4# numbers, and country rock sideline arrangement is close in the right and left outermost medicine hole；Aperture 20mm-100mm, may be selected 80 for sial
Mm, 42 mm, 20mm apertures, hole depth is foundation depth, and medicine hole vertical, horizontal spacing is 6d-7d (d is aperture), in quincunx cloth
Put;B) often constructed complete opening sand grout closing behind a medicine hole;
Step 4：Basement rock crushes and excavates；Including:
A) carry out excavation of foundation pit after bored concrete pile curing age terminates, dig principle afterwards in strict accordance with first supportting, be excavated to bedrock surface,
Observe bedrock surface cranny development degree：If footing position basement rock has crack, need with by going along with sb. to guard him reserved note in bored concrete pile
Slurry hole carries out grouting reinforcing, and ordinary circumstance selects 42.5 high-early (strength) cements, the ratio of mud 0.5, grouting pressure 0.8 ~ 3Mpa；
B) basement rock excavates and adopts the broken digging mode of static fracturing agents, and the Depth Stratification according to foundation ditch crushes and excavates, and excavates
Mode is symmetrical from foundation ditch to be advanced to fender post side;
C) Ф 80 in foundation ditch midline position 0# hole, as initial apertures, serves as the free face of Stress Release, and remaining hole is powder charge
Hole；
Step 5：The former groove of foundation pit structure pours;Including：Static crushing finishes afterwards scar chipping, because foundation ditch surrounding is
Rock surrounds, can be using surrounding scar as template, and directly assembling reinforcement casting concrete in foundation trench, when foundation ditch inner structure is high
Start formwork supporting plate from former base scar when former base scar absolute altitude.
The described pin piles set into rock that hangs goes along with sb. to guard him foundation ditch excavation method, also includes, c) for granite in described step one
Layer band inner support hangs bottoms fender pile foundation ditch, fender post minimum socket length and minimum country rock thickness：Minimum socket length z=1.5 ~
2D, D are fender post stake footpath, minimum country rock thickness h=2 ~ 3D；
Grouting Pipe adopt steel pipe or hard PVC pipe, caliber 30 ~ 60mm, pipe end as deep as stake bottom, lower pipe end about 500mm scope
Quincunx injected hole, aperture 5 ~ 8mm, spacing 30mm are set, and slip casting plum blossom hole rubber case parcel prevents from blocking, Grouting Pipe upper end
Expose the high 20cm of bored concrete pile Guan Liang top mark.
The described pin piles set into rock that hangs goes along with sb. to guard him foundation ditch excavation method, and in described step 4, broken excavation step includes：
The first step:Remove the part sand of 1# medicine in the hole, be scavenged into the Ith grade of excavation line absolute altitude, then fill static fracturing agents, dress
Blocked up with sand encapsulation to 4/5 depth, after static fracturing agents expand, rock ruptures to 0# hole free face direction, after catalase finishes
Removing is scattered rubble；
Second step：Remove the sand of 0#, 1# and 2# medicine in the hole, fill toward 1# and 2# medicine hole after being scavenged into the IIth grade of excavation line absolute altitude
Static fracturing agents, are blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expand, rock ruptures to free face direction, rupture
The rubble that is scattered is removed after finishing；
3rd step：Remove the sand of 0#, 1#, 2# and 3# medicine in the hole, be scavenged into past 1#, 2# and 3# after the IIIth grade of excavation line absolute altitude
Medicine in the hole fills static fracturing agents, is blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expand, rock breaks to free face direction
Split, rupture removes, after finishing, the rubble that is scattered；
4th step：Remove the sand of 0#, 1#, 2#, 3# and 4# medicine in the hole, be scavenged into after the IVth grade of excavation line absolute altitude toward 1#, 2#,
3# and 4# medicine hole fills static fracturing agents, is blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expansion, rock is to free face side
To rupture, rupture removes, after finishing, the rubble that is scattered.
The present invention is using shallower punching fender post socket length, and formation is hung pin stake and gone along with sb. to guard him foundation ditch, by pre- in footing
Stay certain thickness country rock to guarantee to go along with sb. to guard him foundation horizontal resist forces, basement rock is realized by controlling Static crushing method in foundation ditch
Excavation without friction, so that it is guaranteed that deep pit monitor.What the present invention can substantially reduce piles set into rock enters rock depth, saves bored concrete pile
Construction period and cost, propose a kind of method that pin piles set into rock building-in depth and country rock thickness are hung in calculating simultaneously, are existing
Field construction provides foundation and the safety guarantee of science；Using the mode excavation pit of Static crushing, effective protection foundation ditch props up
Protection structure and the safety of surrounding pipeline, have obvious economic benefit and social benefit.
Specific embodiment
The present invention hangs pin piles set into rock and goes along with sb. to guard him foundation ditch excavation method, using shallower punching fender post socket length, shape
Become to hang pin stake and go along with sb. to guard him foundation ditch, guarantee to go along with sb. to guard him foundation horizontal resist forces by reserving certain thickness country rock in footing, by foundation ditch
Interior controlling Static crushing method, to realize basement rock excavation without friction, so that it is guaranteed that deep pit monitor, lifts base pit engineering benefit.
The present invention comprises the following steps：
Step one：Analysis stratum soil property, determines and goes along with sb. to guard him footing minimum country rock thickness；
Step 2：Construction piles set into rock, arranges grouting behind shaft or drift lining hole；
Step 3：Construction presplitting medicine hole；
Step 4：Basement rock crushes and excavates；
Step 5：The former groove of foundation pit structure pours.
Described step one：Analysis stratum soil property, determines and goes along with sb. to guard him footing minimum country rock thickness it is desirable to include：
Analysis foundation ditch geology soil layer and survey report, take vertical unit length foundation ditch as research object, space problem
It is converted into plane problem, calculate the master of the soil body after fender post stake according to the thickness of the layer, natural density, internal friction angle and cohesive strength
Dynamic soil pressure, computing formula is：
In formula： e：Active earth pressure, kpa；
γ：The natural density of soil, KN/m；s：The depth of soil, m；
Φ:The internal friction angle of soil, °； C：The cohesive strength of soil, kpa；
Active earth pressure make a concerted effort be E, E=0.5e*s, point of resultant force in 2s/3 depth, the country rock that support pile is subject to
Pressure is p；
B) foundation ditch is gone along with sb. to guard him for band inner support piles set into rock it is assumed that support pile building-in depth is z, then pressure from surrounding rock is made a concerted effort
For pz, apart from support force T application point a+0.5z, the distance away from support force T application point d for the E is a-s/3, active earth pressure and country rock
Pressure takes square to T point, by Σ MT=0, that is,：
In formula：a:Support center is to the distance of country rock top surface, m；
γ：The natural density of soil, kn/m；{ }
s:Foundation depth, m；
c：Cohesive strength, kpa；φ：Internal friction angle, °；
p：Pressure from surrounding rock, kpa；z：Building-in depth.
The solution equation can try to achieve footing pressure from surrounding rock p value size；Stake bottom country rock section turn moment is maximum, and Mmax=
0.5pz2, country rock allowable tensile stress is<σ>, country rock section composite bending modulus are W=h2/ 6, in order that country rock is in trouble free service shape
State, needs to meet：W≥Mmax/<σ>, i.e. h2/6≥0.5pz2/<σ>, country rock thickness minimum of a value h can be tried to achieve, actual value can basis
Deep pit monitor grade is multiplied by the safety coefficient more than 1；Take different building-in depth z, calculate corresponding country rock by above-mentioned steps
Thickness h, considers determination building-in depth and country rock thickness from duration, cost and security standpoint；
C) bottoms fender pile foundation ditch is hung for sial band inner support, fender post minimum socket length and minimum country rock are thick
Degree：Minimum socket length z=1.5 ~ 2D（D is fender post stake footpath）, minimum country rock thickness h=2 ~ 3D.
Step 2：Construction piles set into rock, arranges grouting behind shaft or drift lining hole；Require to include：
a）Minimum country rock thickness according to determining in step one carries out unwrapping wire, determines grout pile position, and according to step one
The building-in depth of middle determination is punched out or drilled pile construction；
b）Install going along with sb. to guard him filling pile cage of reinforcement, after borehole cleaning, pre-buried elongated Grouting Pipe, slip casting in stake holes steel reinforcement cage
Pipe can adopt steel pipe or hard PVC pipe, caliber 30 ~ 60mm, and, as deep as stake bottom, the setting of lower pipe end about 500mm scope is quincunx for pipe end
Injected hole, aperture about 5 ~ 8mm, spacing about 30mm, slip casting plum blossom hole need to prevent from blocking with rubber case parcel, and Grouting Pipe upper end is exposed
The high 20cm of bored concrete pile Guan Liang top mark.
Step 3:Construction presplitting medicine hole；Require to include:
A) in the curing period after the completion of going along with sb. to guard him filling pile construction, carry out the construction of presplitting medicine hole, the arrangement principle in medicine hole is:
Arranged to two side row holes with foundation ditch center line, median pore radius are maximum, are gradually reduced to both sides aperture, each according to 1#, 2#, 3#,
4# numbers, and country rock sideline arrangement is close in the right and left outermost medicine hole；Aperture 20mm-100mm, may be selected 80 for sial
Mm, 42 mm, 20mm apertures, hole depth is foundation depth, and medicine hole vertical, horizontal spacing is 6d-7d (d is aperture), in quincunx cloth
Put;B) often constructed complete opening sand grout closing behind a medicine hole;
Step 4：Basement rock crushes and excavates；Require to include:
A) carry out excavation of foundation pit after bored concrete pile curing age terminates, dig principle afterwards in strict accordance with first supportting, be excavated to bedrock surface,
Observe bedrock surface cranny development degree.If footing position basement rock has crack, need with by going along with sb. to guard him reserved note in bored concrete pile
Slurry hole carries out grouting reinforcing, and ordinary circumstance selects 42.5 high-early (strength) cements, the ratio of mud 0.5, grouting pressure 0.8 ~ 3Mpa.
B) basement rock excavates and adopts the broken digging mode of static fracturing agents, and the Depth Stratification according to foundation ditch crushes and excavates, and excavates
Mode is symmetrical from foundation ditch to be advanced to fender post side.
C) foundation ditch midline position 0# Ф 80 hole is initial apertures, and as the free face of Stress Release, remaining hole is powder charge hole.
Broken excavation step：The first step, removes the part sand of 1# medicine in the hole, is scavenged into the Ith grade of excavation line absolute altitude, then fills Static crushing
Agent, is blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expand, rock ruptures to 0# hole free face direction, catalase
The rubble that is scattered is removed after finishing；Second step：Remove the sand of 0#, 1# and 2# medicine in the hole, be scavenged into past after the IIth grade of excavation line absolute altitude
1# and 2# medicine hole fills static fracturing agents, is blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expansion, rock is to free face side
To rupture, rupture removes, after finishing, the rubble that is scattered；3rd step：Remove the sand of 0#, 1#, 2# and 3# medicine in the hole, be scavenged into the IIIth grade
Fill static fracturing agents toward 1#, 2# and 3# medicine in the hole after excavation line absolute altitude, blocked up with sand encapsulation after being filled to 4/5 depth, static fracturing agents
After expansion, rock ruptures to free face direction, and rupture removes, after finishing, the rubble that is scattered；4th step：Remove 0#, 1#, 2#, 3# and 4#
The sand of medicine in the hole, fills static fracturing agents toward 1#, 2#, 3# and 4# medicine hole after being scavenged into the IVth grade of excavation line absolute altitude, is filled to 4/5 depth
Blocked up with sand encapsulation afterwards, after static fracturing agents expand, rock ruptures to free face direction, rupture removes, after finishing, the rubble that is scattered；
Step 5：The former groove of foundation pit structure pours；Require to include：Static crushing finishes afterwards scar chipping, due to foundation ditch four
Week is that rock surrounds, can be using surrounding scar as template, and directly assembling reinforcement casting concrete in foundation trench, when foundation ditch inner structure
Thing starts formwork supporting plate from former base scar when being higher than former base scar absolute altitude.
Claims (3)
1. one kind is hung pin piles set into rock and is gone along with sb. to guard him foundation ditch excavation method it is characterised in that it includes：
Step one：Analysis stratum soil property, determines and goes along with sb. to guard him footing minimum country rock thickness；Including：
A) according to foundation ditch section, report is surveyed on analysis geology soil layer and ground, takes vertical unit length foundation ditch as research object, sky
Between problem be converted into plane problem, according to the thickness of the layer, natural density, internal friction angle and cohesive strength calculate fender post stake after soil
The active earth pressure of body, computing formula is：
In formula： e：Active earth pressure, kpa；
γ：The natural density of soil, KN/m；s：The depth of soil, m；
Φ:The internal friction angle of soil, °； C：The cohesive strength of soil, kpa；
Active earth pressure make a concerted effort be E, E=0.5e*s, point of resultant force in 2s/3 depth, the pressure from surrounding rock that support pile is subject to
For p；
B) for band inner support piles set into rock go along with sb. to guard him foundation ditch it is assumed that support pile building-in depth be z, then pressure from surrounding rock make a concerted effort be
Pz, apart from support force T application point a+0.5z, the distance away from support force T application point d for the E is a-s/3, active earth pressure and country rock pressure
Power takes square to T point, by Σ M T=0, that is,：
In formula：a:Support center is to the distance of country rock top surface, m；
γ：The natural density of soil, kn/m；
s:The depth of soil, m；
c：Soil cohesion, kpa；
φ：The internal friction angle of soil, °；
p：Pressure from surrounding rock, kpa；
z：Building-in depth;
The solution equation can try to achieve footing pressure from surrounding rock p value size；Stake bottom country rock section turn moment is maximum, Mmax=0.5pz2, enclose
Rock allowable tensile stress is<σ>, country rock section composite bending modulus are W=h2/ 6, in order that country rock is in safe work state, need to meet：
W≥Mmax/<σ>, i.e. h2/6≥0.5pz2/<σ>, country rock thickness minimum of a value h can be tried to achieve, actual value is according to deep pit monitor grade
It is multiplied by the safety coefficient more than 1；Take different building-in depth z, calculate corresponding country rock thickness h by above-mentioned steps, from the duration,
Cost and security standpoint consider determination building-in depth and country rock thickness；
Step 2：Construction piles set into rock, arranges grouting behind shaft or drift lining hole；Including：
a）Minimum country rock thickness according to determining in step one carries out unwrapping wire, determines grout pile position, and according to true in step one
Fixed building-in depth is punched out or drilled pile construction；
b）Install going along with sb. to guard him filling pile cage of reinforcement, after borehole cleaning, pre-buried elongated Grouting Pipe in stake holes steel reinforcement cage;
Step 3：Construction presplitting medicine hole；Including:
A) in the curing period after the completion of going along with sb. to guard him filling pile construction, carry out the construction of presplitting medicine hole, the arrangement principle in medicine hole is:With base
Hole center line arranges to two side row holes, median pore radius are maximum, are gradually reduced to both sides aperture, each compiles according to 1#, 2#, 3#, 4#
Number, country rock sideline arrangement is close in the right and left outermost medicine hole；Aperture 20mm-100mm, for sial select 80 mm, 42
Mm, 20mm aperture, hole depth is foundation depth, and medicine hole vertical, horizontal spacing is 6d-7d, and d is aperture, in quincuncial arrangement;B) every
Construct complete opening sand grout closing behind a medicine hole;
Step 4：Basement rock crushes and excavates；Including:
A) carry out excavation of foundation pit after bored concrete pile curing age terminates, dig principle afterwards in strict accordance with first supportting, be excavated to bedrock surface, observe
Bedrock surface cranny development degree：If footing position basement rock has crack, need with by going along with sb. to guard him reserved injected hole in bored concrete pile
Carry out grouting reinforcing, from 42.5 high-early (strength) cements, the ratio of mud 0.5, grouting pressure 0.8 ~ 3Mpa；
B) basement rock excavates and adopts the broken digging mode of static fracturing agents, and the Depth Stratification according to foundation ditch crushes and excavates, digging mode
Symmetrically to the propulsion of fender post side from foundation ditch；
C) Ф 80 in foundation ditch midline position 0# hole, as initial apertures, serves as the free face of Stress Release, and remaining hole is powder charge hole；
Step 5：The former groove of foundation pit structure pours;Including：Static crushing finishes afterwards scar chipping, because foundation ditch surrounding is rock
Surround, using surrounding scar as template, directly assembling reinforcement casting concrete in foundation trench, when foundation ditch inner structure is higher than former base
Start formwork supporting plate from former base scar during scar absolute altitude.
2. the pin piles set into rock that hangs according to claim 1 goes along with sb. to guard him foundation ditch excavation method it is characterised in that described step one
In also include, c) bottoms fender pile foundation ditch hangs for sial band inner support, fender post minimum socket length and minimum country rock are thick
Degree：Minimum socket length z=1.5 ~ 2D, D are fender post stake footpath, minimum country rock thickness h=2 ~ 3D,
Grouting Pipe adopts steel pipe or hard PVC pipe, caliber 30 ~ 60mm, and as deep as stake bottom, lower pipe end 500mm scope arranges plum to pipe end
Flower-shape injected hole, aperture 5 ~ 8mm, spacing 30mm, slip casting plum blossom hole rubber case parcel prevents from blocking, and filling is exposed in Grouting Pipe upper end
Note dowel crown back absolute altitude 20cm.
3. the pin piles set into rock that hangs according to claim 1 goes along with sb. to guard him foundation ditch excavation method it is characterised in that described step 4
In broken excavation step include：
The first step：Remove the part sand of 1# medicine in the hole, be scavenged into the Ith grade of excavation line absolute altitude, then fill static fracturing agents, be filled to 4/
Blocked up with sand encapsulation after 5 depth, after static fracturing agents expand, rock ruptures to 0# hole free face direction, catalase is removed after finishing
Be scattered rubble；
Second step：Remove the sand of 0#, 1# and 2# medicine in the hole, after being scavenged into the IIth grade of excavation line absolute altitude, fill static(al) toward 1# and 2# medicine hole
Cracking agent, is blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expand, rock ruptures to free face direction, and rupture finishes
Remove the rubble that is scattered afterwards；
3rd step：Remove the sand of 0#, 1#, 2# and 3# medicine in the hole, be scavenged into past 1#, 2# and 3# medicine hole after the IIIth grade of excavation line absolute altitude
Built-in static fracturing agents, are blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expand, rock ruptures to free face direction,
Rupture removes, after finishing, the rubble that is scattered；
4th step：Remove the sand of 0#, 1#, 2#, 3# and 4# medicine in the hole, be scavenged into after the IVth grade of excavation line absolute altitude toward 1#, 2#, 3# and
4# medicine hole fills static fracturing agents, is blocked up with sand encapsulation after being filled to 4/5 depth, and after static fracturing agents expand, rock breaks to free face direction
Split, rupture removes, after finishing, the rubble that is scattered.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410172213.2A CN105019462B (en) | 2014-04-28 | 2014-04-28 | Excavation method for outseam rock-socketed cast-in-place pile retaining foundation pit |
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| CN201410172213.2A CN105019462B (en) | 2014-04-28 | 2014-04-28 | Excavation method for outseam rock-socketed cast-in-place pile retaining foundation pit |
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| CN105019462B true CN105019462B (en) | 2017-02-15 |
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| CN106088165B (en) * | 2016-06-13 | 2018-05-11 | 贵州正业工程技术投资有限公司 | A kind of karst area basement bottom board Anti-floating design method |
| CN109854285B (en) * | 2019-02-28 | 2020-10-02 | 长沙有色冶金设计研究院有限公司 | Deep vertical shaft supporting structure and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1164606A (en) * | 1996-05-07 | 1997-11-12 | 邹宗煊 | Differential control, nondestructive blasting rock-implanting process for punching, drilling and filling pile for building foundation |
| KR20100026433A (en) * | 2008-08-29 | 2010-03-10 | 중앙대학교 산학협력단 | Finishing block and retaining wall using the same |
| CN102518135A (en) * | 2011-12-29 | 2012-06-27 | 标力建设集团有限公司 | Foundation pit support construction method combining horizontal rotary jet-grouting soil bolting and bore concrete piles |
| CN103046556A (en) * | 2011-10-17 | 2013-04-17 | 五冶集团上海有限公司 | Inside-support-free ring-shaped enclosure structure and manufacturing method thereof |
-
2014
- 2014-04-28 CN CN201410172213.2A patent/CN105019462B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1164606A (en) * | 1996-05-07 | 1997-11-12 | 邹宗煊 | Differential control, nondestructive blasting rock-implanting process for punching, drilling and filling pile for building foundation |
| KR20100026433A (en) * | 2008-08-29 | 2010-03-10 | 중앙대학교 산학협력단 | Finishing block and retaining wall using the same |
| CN103046556A (en) * | 2011-10-17 | 2013-04-17 | 五冶集团上海有限公司 | Inside-support-free ring-shaped enclosure structure and manufacturing method thereof |
| CN102518135A (en) * | 2011-12-29 | 2012-06-27 | 标力建设集团有限公司 | Foundation pit support construction method combining horizontal rotary jet-grouting soil bolting and bore concrete piles |
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| Publication number | Publication date |
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| CN105019462A (en) | 2015-11-04 |
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