CN105019462A - 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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- CN105019462A CN105019462A CN201410172213.2A CN201410172213A CN105019462A CN 105019462 A CN105019462 A CN 105019462A CN 201410172213 A CN201410172213 A CN 201410172213A CN 105019462 A CN105019462 A CN 105019462A
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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 foundation pit construction, particularly relate to the foundation ditch construction method in rock foundation.
Background technology
At coastal plastic flow mud weak soil, Denudation monadnock geomorphologic subregion, in many plastic flow mud soil layers, lower sleeping sial buried depth is at 4 ~ 7m, and the foundation ditches such as the underground pipe canal built therebetween need to carry out rock excavation.The stratum of sleeping granite under mud; usual foundation ditch adopts punching socketed pile to go along with sb. to guard him; but because basement rock is hard; increase the Percussion Piles degree of depth duration and expense cost higher; and stratum scar big rise and fall; adopt increase inner support mode to affect structure construction, adopt anchor pole form to affect infeasible by mud geology.
Summary of the invention
The present invention is intended to the defect overcoming prior art, provides one to hang pin piles set into rock and goes along with sb. to guard him foundation ditch excavation method.Present invention, avoiding excavation to have an accident, ensure construction cost and duration.
The present invention is achieved in that one is hung pin piles set into rock and gone along with sb. to guard him foundation ditch excavation method, and it comprises:
Step one: analyze stratum soil property, determine to go along with sb. to guard him the minimum country rock thickness of footing; Comprise:
A) according to foundation ditch section, analyze geology soil layer and survey report, get vertical unit length foundation ditch as research object, space problem is converted into plane problem, according to the active earth pressure of the soil body after the stake of the thickness of the layer, natural density, angle of internal friction and cohesion calculating fender post, design formulas is:
In formula: e: active earth pressure, kpa;
γ: the natural density of soil, KN/m3; S: the degree of depth of soil, m;
Φ: the angle of internal friction of soil, °; C: the cohesion of soil, kpa;
Making a concerted effort for E, E=0.5e*s of active earth pressure, point of resultant force is at 2s/3 depth, and the pressure from surrounding rock that soldier pile is subject to is p;
B) go along with sb. to guard him foundation ditch for band inner support piles set into rock, suppose that soldier pile building-in depth is z, then pressure from surrounding rock is made a concerted effort for pz, distance support force T application point a+0.5z, E is a-s/3 apart from the distance of support force T application point d, and active earth pressure and pressure from surrounding rock get square to T point, by Σ M T=0, that is:
In formula: a: centre of support to the distance of country rock end face, m;
γ: the natural density of soil, kn/m3;
S: foundation depth, m;
C: cohesion, kpa; φ: angle of internal friction, °;
P: pressure from surrounding rock, kpa; Z: building-in depth;
Separate this equation and can try to achieve footing pressure from surrounding rock p value size; Stake bottom country rock section turn moment is maximum, Mmax=0.5pz
2, country rock allowable tensile stress is < σ >, and country rock cross section composite bending modulus is W=h
2/ 6, in order to make country rock be in safe work state, need meet: W>=Mmax/< σ >, i.e. h
2/ 6>=0.5pz
2/ < σ >, can try to achieve country rock thickness minimum value h, actual value is multiplied by the safety factor being greater than 1 according to deep pit monitor grade; Get different building-in depth z, calculate corresponding country rock thickness h by above-mentioned steps, consider from duration, cost and security standpoint and determine building-in depth and country rock thickness;
Step 2: construction piles set into rock, arranges grouting behind shaft or drift lining hole; Comprise:
A) carry out unwrapping wire according to the minimum country rock thickness determined in step one, determine grout pile position, and carry out punching or drilled pile construction according to the building-in depth determined in step one;
B) install going along with sb. to guard him filling pile cage of reinforcement, behind clear hole, pre-buried elongated Grouting Pipe in stake holes reinforcing cage;
Step 3: construction presplitting medicine hole; Comprise:
A) in the curing time after going along with sb. to guard him filling pile construction and completing, carry out the construction of presplitting medicine hole, the arrangement principle in medicine hole is: arrange to two side row holes with foundation ditch center line, median pore radius is maximum, reduce gradually to aperture, both sides, separately according to 1#, 2#, 3#, 4# numbering, the right and left outermost medicine hole is close to country rock sideline and is arranged; Aperture 20mm-100mm, can select 80 mm, 42 mm, 20mm apertures for sial, hole depth is foundation depth, and medicine hole vertical, horizontal spacing is 6d-7d (d is aperture), in quincuncial arrangement; B) complete opening sand grout behind a medicine hole of often having constructed is closed;
Step 4: basement rock fragmentation excavation; Comprise:
A) castinplace pile curing age carries out excavation of foundation pit after terminating, principle is dug afterwards in strict accordance with first supportting, be excavated to bedrock surface, observe bedrock surface cranny development degree: if footing position basement rock exists crack, then need to carry out grouting reinforcing with by going along with sb. to guard him injected hole reserved in castinplace pile, ordinary circumstance selects 42.5 high-early (strength) cements, water/binder ratio 0.5, grouting pressure 0.8 ~ 3Mpa;
B) basement rock excavation adopts the broken digging mode of static fracturing agents, and according to the Depth Stratification fragmentation excavation of foundation ditch, digging mode is symmetrical from foundation ditch to be entered to fender post thruster;
C) Ф 80 in foundation ditch midline position 0# hole is as initial apertures, serves as the free face of stress release, and all the other holes are powder charge hole;
Step 5: the former groove of foundation pit structure is built; Comprise: scar chipping after Static crushing, because foundation ditch surrounding is that rock surrounds, can using surrounding scar as template, directly assembling reinforcement concreting in foundation trench, when foundation ditch inner structure higher than during former bedrock surface absolute altitude from former bedrock surface formwork supporting plate.
The described pin piles set into rock that hangs goes along with sb. to guard him foundation ditch excavation method, also comprise in described step one, c) bottoms fender pile foundation ditch is hung for sial band inner support, the minimum socket length of fender post and minimum country rock thickness: minimum socket length z=1.5 ~ 2D, D is fender post stake footpath, minimum country rock thickness h=2 ~ 3D;
Grouting Pipe adopts steel pipe or hard PVC pipe, caliber 30 ~ 60mm, at the bottom of pipe end reaches deeply, lower pipe end is about 500mm scope and arranges quincunx injected hole, aperture 5 ~ 8mm, spacing 30mm, slip casting plum blossom hole rubber case parcel prevents blocking, and perfusion dowel crown back absolute altitude 20cm is exposed in Grouting Pipe upper end.
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 comprises:
The first step: remove the part sand in 1# medicine hole, be scavenged into the Ith grade of excavation line absolute altitude, then fill static fracturing agents, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, 0# hole, removes the rubble that is scattered after catalase;
Second step: remove the sand in 0#, 1# and 2# medicine hole, static fracturing agents is filled toward 1# and 2# medicine hole after being scavenged into the IIth grade of excavation line absolute altitude, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking;
3rd step: remove the sand in 0#, 1#, 2# and 3# medicine hole, be scavenged into after the IIIth grade of excavation line absolute altitude toward the in-built static fracturing agents in 1#, 2# and 3# medicine hole, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking;
4th step: remove the sand in 0#, 1#, 2#, 3# and 4# medicine hole, static fracturing agents is filled toward 1#, 2#, 3# and 4# medicine hole after being scavenged into the IVth grade of excavation line absolute altitude, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking.
The present invention adopts more shallow punching fender post socket length; formation is hung pin stake and is gone along with sb. to guard him foundation ditch; going along with sb. to guard him foundation horizontal resist forces by reserving certain thickness country rock to guarantee at footing, realizing basement rock friction excavation by controlling Static crushing method in foundation ditch, thus guaranteeing deep pit monitor.What the present invention can reduce piles set into rock greatly enters the rock degree of depth, saves filling pile construction duration and cost, proposes a kind of method that pin piles set into rock building-in depth and country rock thickness are hung in calculating, for site operation provides foundation and the safety guarantee of science simultaneously; Utilize the mode excavation pit of Static crushing, the safety of available protecting foundation pit supporting construction and around pipeline, has obvious economic benefit and social benefit.
Detailed description of the invention
The present invention hangs pin piles set into rock and goes along with sb. to guard him foundation ditch excavation method; adopt more shallow punching fender post socket length; formation is hung pin stake and is gone along with sb. to guard him foundation ditch; foundation horizontal resist forces is gone along with sb. to guard him by reserving certain thickness country rock to guarantee at footing; basement rock friction excavation is realized by controlling Static crushing method in foundation ditch; thus guarantee deep pit monitor, promote base pit engineering benefit.
The present invention includes following steps:
Step one: analyze stratum soil property, determine to go along with sb. to guard him the minimum country rock thickness of footing;
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 fragmentation excavation;
Step 5: the former groove of foundation pit structure is built.
Described step one: analyze stratum soil property, determine to go along with sb. to guard him the minimum country rock thickness of footing, require to include:
Analyze foundation ditch geology soil layer and survey report, get vertical unit length foundation ditch as research object, space problem is converted into plane problem, and according to the active earth pressure of the soil body after the stake of the thickness of the layer, natural density, angle of internal friction and cohesion calculating fender post, design formulas is:
In formula: e: active earth pressure, kpa;
γ: the natural density of soil, KN/m3; S: the degree of depth of soil, m;
Φ: the angle of internal friction of soil, °; C: the cohesion of soil, kpa;
Making a concerted effort for E, E=0.5e*s of active earth pressure, point of resultant force is at 2s/3 depth, and the pressure from surrounding rock that soldier pile is subject to is p;
B) go along with sb. to guard him foundation ditch for band inner support piles set into rock, suppose that soldier pile building-in depth is z, then pressure from surrounding rock is made a concerted effort for pz, distance support force T application point a+0.5z, E is a-s/3 apart from the distance of support force T application point d, and active earth pressure and pressure from surrounding rock get square, by Σ M to T point
t=0, that is:
In formula: a: centre of support to the distance of country rock end face, m;
γ: the natural density of soil, kn/m3;
S: foundation depth, m;
C: cohesion, kpa; φ: angle of internal friction, °;
P: pressure from surrounding rock, kpa; Z: building-in depth.
Separate this equation and can try to achieve footing pressure from surrounding rock p value size; Stake bottom country rock section turn moment is maximum, Mmax=0.5pz
2, country rock allowable tensile stress is < σ >, and country rock cross section composite bending modulus is W=h
2/ 6, in order to make country rock be in safe work state, need meet: W>=Mmax/< σ >, i.e. h
2/ 6>=0.5pz
2/ < σ >, can try to achieve country rock thickness minimum value h, and actual value can be multiplied by according to deep pit monitor grade the safety factor being greater than 1; Get different building-in depth z, calculate corresponding country rock thickness h by above-mentioned steps, consider from duration, cost and security standpoint and determine building-in depth and country rock thickness;
C) bottoms fender pile foundation ditch is hung for sial band inner support, the minimum socket length of fender post and minimum country rock thickness: 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) carry out unwrapping wire according to the minimum country rock thickness determined in step one, determine grout pile position, and carry out punching or drilled pile construction according to the building-in depth determined in step one;
B) install going along with sb. to guard him filling pile cage of reinforcement, behind clear hole, pre-buried elongated Grouting Pipe in stake holes reinforcing cage, Grouting Pipe can adopt steel pipe or hard PVC pipe, caliber 30 ~ 60mm, at the bottom of pipe end reaches deeply, lower pipe end is about 500mm scope and arranges quincunx injected hole, and aperture is 5 ~ 8mm about, and spacing is about 30mm, slip casting plum blossom hole need prevent blocking with rubber case parcel, and perfusion dowel crown back absolute altitude 20cm is exposed in Grouting Pipe upper end.
Step 3: construction presplitting medicine hole; Require to include:
A) in the curing time after going along with sb. to guard him filling pile construction and completing, carry out the construction of presplitting medicine hole, the arrangement principle in medicine hole is: arrange to two side row holes with foundation ditch center line, median pore radius is maximum, reduce gradually to aperture, both sides, separately according to 1#, 2#, 3#, 4# numbering, the right and left outermost medicine hole is close to country rock sideline and is arranged; Aperture 20mm-100mm, can select 80 mm, 42 mm, 20mm apertures for sial, hole depth is foundation depth, and medicine hole vertical, horizontal spacing is 6d-7d (d is aperture), in quincuncial arrangement; B) complete opening sand grout behind a medicine hole of often having constructed is closed;
Step 4: basement rock fragmentation excavation; Require to include:
A) castinplace pile curing age carries out excavation of foundation pit after terminating, and digging principle afterwards, being excavated to bedrock surface in strict accordance with first supportting, and observes bedrock surface cranny development degree.If footing position basement rock exists crack, then need to carry out grouting reinforcing with by going along with sb. to guard him injected hole reserved in castinplace pile, ordinary circumstance selects 42.5 high-early (strength) cements, water/binder ratio 0.5, grouting pressure 0.8 ~ 3Mpa.
B) basement rock excavation adopts the broken digging mode of static fracturing agents, and according to the Depth Stratification fragmentation excavation of foundation ditch, digging mode is symmetrical from foundation ditch to be entered to fender post thruster.
C) foundation ditch midline position 0# Ф 80 hole is initial apertures, and as the free face of stress release, all the other holes are powder charge hole.Broken excavation step: the first step:, remove the part sand in 1# medicine hole, be scavenged into the Ith grade of excavation line absolute altitude, then static fracturing agents is filled, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, 0# hole, removes the rubble that is scattered after catalase; Second step: remove the sand in 0#, 1# and 2# medicine hole, static fracturing agents is filled toward 1# and 2# medicine hole after being scavenged into the IIth grade of excavation line absolute altitude, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking; 3rd step: remove the sand in 0#, 1#, 2# and 3# medicine hole, be scavenged into after the IIIth grade of excavation line absolute altitude toward the in-built static fracturing agents in 1#, 2# and 3# medicine hole, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking; 4th step: remove the sand in 0#, 1#, 2#, 3# and 4# medicine hole, static fracturing agents is filled toward 1#, 2#, 3# and 4# medicine hole after being scavenged into the IVth grade of excavation line absolute altitude, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking;
Step 5: the former groove of foundation pit structure is built; Require to include: scar chipping after Static crushing, because foundation ditch surrounding is that rock surrounds, can using surrounding scar as template, directly assembling reinforcement concreting in foundation trench, when foundation ditch inner structure higher than during former bedrock surface absolute altitude from former bedrock surface formwork supporting plate.
Claims (3)
1. hang pin piles set into rock and go along with sb. to guard him a foundation ditch excavation method, it is characterized in that, it comprises:
Step one: analyze stratum soil property, determine to go along with sb. to guard him the minimum country rock thickness of footing; Comprise:
A) according to foundation ditch section, analyze geology soil layer and survey report, get vertical unit length foundation ditch as research object, space problem is converted into plane problem, according to the active earth pressure of the soil body after the stake of the thickness of the layer, natural density, angle of internal friction and cohesion calculating fender post, design formulas is:
In formula: e: active earth pressure, kpa;
γ: the natural density of soil, KN/m3; S: the degree of depth of soil, m;
Φ: the angle of internal friction of soil, °; C: the cohesion of soil, kpa;
Making a concerted effort for E, E=0.5e*s of active earth pressure, point of resultant force is at 2s/3 depth, and the pressure from surrounding rock that soldier pile is subject to is p;
B) go along with sb. to guard him foundation ditch for band inner support piles set into rock, suppose that soldier pile building-in depth is z, then pressure from surrounding rock is made a concerted effort for pz, distance support force T application point a+0.5z, E is a-s/3 apart from the distance of support force T application point d, and active earth pressure and pressure from surrounding rock get square to T point, by Σ M T=0, that is:
In formula: a: centre of support to the distance of country rock end face, m;
γ: the natural density of soil, kn/m3;
S: foundation depth, m;
C: cohesion, kpa; φ: angle of internal friction, °;
P: pressure from surrounding rock, kpa; Z: building-in depth;
Separate this equation and can try to achieve footing pressure from surrounding rock p value size; Stake bottom country rock section turn moment is maximum, Mmax=0.5pz
2, country rock allowable tensile stress is < σ >, and country rock cross section composite bending modulus is W=h
2/ 6, in order to make country rock be in safe work state, need meet: W>=Mmax/< σ >, i.e. h
2/ 6>=0.5pz
2/ < σ >, can try to achieve country rock thickness minimum value h, actual value is multiplied by the safety factor being greater than 1 according to deep pit monitor grade; Get different building-in depth z, calculate corresponding country rock thickness h by above-mentioned steps, consider from duration, cost and security standpoint and determine building-in depth and country rock thickness;
Step 2: construction piles set into rock, arranges grouting behind shaft or drift lining hole; Comprise:
A) carry out unwrapping wire according to the minimum country rock thickness determined in step one, determine grout pile position, and carry out punching or drilled pile construction according to the building-in depth determined in step one;
B) install going along with sb. to guard him filling pile cage of reinforcement, behind clear hole, pre-buried elongated Grouting Pipe in stake holes reinforcing cage;
Step 3: construction presplitting medicine hole; Comprise:
A) in the curing time after going along with sb. to guard him filling pile construction and completing, carry out the construction of presplitting medicine hole, the arrangement principle in medicine hole is: arrange to two side row holes with foundation ditch center line, median pore radius is maximum, reduce gradually to aperture, both sides, separately according to 1#, 2#, 3#, 4# numbering, the right and left outermost medicine hole is close to country rock sideline and is arranged; Aperture 20mm-100mm, can select 80 mm, 42 mm, 20mm apertures for sial, hole depth is foundation depth, and medicine hole vertical, horizontal spacing is 6d-7d (d is aperture), in quincuncial arrangement; B) complete opening sand grout behind a medicine hole of often having constructed is closed;
Step 4: basement rock fragmentation excavation; Comprise:
A) castinplace pile curing age carries out excavation of foundation pit after terminating, principle is dug afterwards in strict accordance with first supportting, be excavated to bedrock surface, observe bedrock surface cranny development degree: if footing position basement rock exists crack, then need to carry out grouting reinforcing with by going along with sb. to guard him injected hole reserved in castinplace pile, ordinary circumstance selects 42.5 high-early (strength) cements, water/binder ratio 0.5, grouting pressure 0.8 ~ 3Mpa;
B) basement rock excavation adopts the broken digging mode of static fracturing agents, and according to the Depth Stratification fragmentation excavation of foundation ditch, digging mode is symmetrical from foundation ditch to be entered to fender post thruster;
C) Ф 80 in foundation ditch midline position 0# hole is as initial apertures, serves as the free face of stress release, and all the other holes are powder charge hole;
Step 5: the former groove of foundation pit structure is built; Comprise: scar chipping after Static crushing, because foundation ditch surrounding is that rock surrounds, can using surrounding scar as template, directly assembling reinforcement concreting in foundation trench, when foundation ditch inner structure higher than during former bedrock surface absolute altitude from former bedrock surface formwork supporting plate.
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 characterized in that, also comprise in described step one, c) bottoms fender pile foundation ditch is hung for sial band inner support, the minimum socket length of fender post and minimum country rock thickness: minimum socket length z=1.5 ~ 2D, D is fender post stake footpath, minimum country rock thickness h=2 ~ 3D
Grouting Pipe adopts steel pipe or hard PVC pipe, caliber 30 ~ 60mm, at the bottom of pipe end reaches deeply, lower pipe end is about 500mm scope and arranges quincunx injected hole, aperture 5 ~ 8mm, spacing 30mm, slip casting plum blossom hole rubber case parcel prevents blocking, and perfusion dowel crown back absolute altitude 20cm is exposed in Grouting Pipe upper end.
3. the pin piles set into rock that hangs according to claim 1 goes along with sb. to guard him foundation ditch excavation method, and it is characterized in that, in described step 4, broken excavation step comprises:
The first step: remove the part sand in 1# medicine hole, be scavenged into the Ith grade of excavation line absolute altitude, then fill static fracturing agents, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, 0# hole, removes the rubble that is scattered after catalase;
Second step: remove the sand in 0#, 1# and 2# medicine hole, static fracturing agents is filled toward 1# and 2# medicine hole after being scavenged into the IIth grade of excavation line absolute altitude, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking;
3rd step: remove the sand in 0#, 1#, 2# and 3# medicine hole, be scavenged into after the IIIth grade of excavation line absolute altitude toward the in-built static fracturing agents in 1#, 2# and 3# medicine hole, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking;
4th step: remove the sand in 0#, 1#, 2#, 3# and 4# medicine hole, static fracturing agents is filled toward 1#, 2#, 3# and 4# medicine hole after being scavenged into the IVth grade of excavation line absolute altitude, block up with sand encapsulation after being filled to 4/5 degree of depth, after static fracturing agents expands, rock breaks to free face direction, removes the rubble that is scattered after breaking.
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| 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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| 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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| CN105019462A true CN105019462A (en) | 2015-11-04 |
| CN105019462B CN105019462B (en) | 2017-02-15 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088165A (en) * | 2016-06-13 | 2016-11-09 | 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 |
| CN109854285A (en) * | 2019-02-28 | 2019-06-07 | 长沙有色冶金设计研究院有限公司 | A kind of depth vertical supporting construction and construction method |
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|---|---|---|---|---|
| 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 |
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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 |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088165A (en) * | 2016-06-13 | 2016-11-09 | 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 |
| 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 |
| CN109854285A (en) * | 2019-02-28 | 2019-06-07 | 长沙有色冶金设计研究院有限公司 | A kind of depth vertical supporting construction and construction 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 | Publication date |
|---|---|
| CN105019462B (en) | 2017-02-15 |
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