CN104631467B - The erection method of the L-type support replacement plate of deep excavation project - Google Patents
The erection method of the L-type support replacement plate of deep excavation project Download PDFInfo
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- CN104631467B CN104631467B CN201510106520.5A CN201510106520A CN104631467B CN 104631467 B CN104631467 B CN 104631467B CN 201510106520 A CN201510106520 A CN 201510106520A CN 104631467 B CN104631467 B CN 104631467B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/1607—Shapes round, e.g. circle
- E02D2200/1614—Shapes round, e.g. circle made from single element
Abstract
The present invention discloses the erection method of the L-type support replacement plate of a kind of deep excavation project, including: in foundation ditch surrounding construction supporting stake to be excavated；The soil body puts slope excavation, forms the central island regions of foundation ditch and the side slope region between central island regions and support pile；Construction center concrete floor in central island regions；The earthwork in excavation slope region is to flushing with central island regions；Calculate the height and the width of the vertical section of L-type support replacement plate, the height and the width of the vertical section according to calculated L-type support replacement plate, formation L-type support replacement plate is poured on the bottom surface in the side slope region after excavation, the horizontal segment making L-type support replacement plate supports in center concrete floor, and the vertical section of L-type support replacement plate supports in support pile.The present invention is by the height of the vertical section to L-type support replacement plate and the calculating of width, it is ensured that L-type support replacement plate meets foundation ditch stability requirement after installing, later stage L-shaped support replacement plate combined supporting stake is collectively forming the enclosing of foundation ditch Water And Earth Pressures.
Description
Technical field
The present invention relates to excavation field, the L-type referring in particular to a kind of deep excavation project is changed
The erection method of fagging.
Background technology
Base pit engineering has the feature that quantities is big, technical difficulty is high, unpredictable element is many, foundation ditch
The security reliability of supporting not only affects base pit engineering itself, and often affects the Zhou Bianhuan of foundation ditch
Border.Just because of this, foundation pit support plan must select in conjunction with local environmental conditions；The opposing party
Face, although pattern foundation pit supporting structure is temporary structure, but it is costly, and the impact on project total cost is not allowed
Ignore.Therefore, how to select to protect the pattern foundation pit supporting structure form of environment economical rationality again, have ten
Divide important realistic meaning.
The monolayer Underground Construction that foundation ditch area is big, in irregular shape, surrounding enviroment are complicated, foundation ditch
Supporting alternative is more.Supporting construction includes cast-in-situ bored pile supporting, composite soil nailing, SMW
Engineering method supporting, cement mixing pile gravity retaining wall etc.；Supporting form has concrete horizontal to support, steel
Pipe diagonal brace and prestressed anchor etc..Foundation pit support plan preferably to safety of surrounding environment, construction technology
Impact with economic input is the hugest.
Generally the method for protecting support of support pile after excavation of foundation pit, is first to construct on the foundation ditch bottom surface after excavation
Concrete floor, support replacement plate of then constructing on concrete floor, and between support replacement plate and support pile
Construction reinforcement beam, after fagging to be changed and reinforcement reach design strength, finally removes and tiltedly throws support.But,
Such construction method needs the concrete construction carrying out repeatedly, comparatively laborious and the duration is longer.
Summary of the invention
Because the problems referred to above, the invention provides a kind of deep excavation project L-type support replacement plate
Equipment, method, including:
In foundation ditch surrounding construction supporting stake to be excavated；
The soil body puts slope excavation, forms the central island regions of foundation ditch and is positioned at described central island regions and institute
State the side slope region between support pile；
Construction center concrete floor in described central island regions；
Excavate the earthwork in described side slope region to flushing with described central island regions；
Calculate the height and the width of the vertical section of L-type support replacement plate, change according to calculated described L-type
The height and the width of the vertical section of fagging, the bottom surface in the described side slope region after excavation pours formation
Described L-type support replacement plate so that the horizontal segment of described L-type support replacement plate supports in described center concrete bottom
Plate, the vertical section of described L-type support replacement plate supports in described support pile.
The erection method of the L-type support replacement plate of deep excavation project of the present invention, by the side slope after excavation
In region, construction L-type support replacement plate, is connected the horizontal segment of L-type support replacement plate with center concrete floor,
The vertical section of L-type support replacement plate is connected with support pile, reaches the purpose once constructed, it is to avoid be many
Secondary carry out concrete construction.By height and the calculating of width of the vertical section to L-type support replacement plate, can
To ensure that L-type support replacement plate meets foundation ditch stability requirement, later stage L-shaped support replacement plate combined supporting stake after installing
It is collectively forming the enclosing of foundation ditch Water And Earth Pressures, there is stress form simple, save the advantages such as duration.
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, meter
Calculate the height of the vertical section of described L-type support replacement plate, including:
Calculate the maximum bending resistance of single described support pile；
Calculate the moment of flexure that the soil pressure that single described support pile bears causes；
The moment of flexure that the soil pressure born according to single described support pile causes is not more than single described supporting
The maximum bending resistance of stake, is calculated the height of the vertical section of described L-type support replacement plate.
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, meter
Calculate the maximum bending resistance of single described support pile, including:
Described support pile is set to cylindrical stake, utilizes formula WD=π D3/ 32, calculate single institute
State the cross section resistance moment coefficient W of support pileD, in formula, D is the diameter of described support pile；
Utilize formula MD=fcWD, calculate maximum bending resistance M of single described support pileD, f in formulac
Concrete design strength for support pile.
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, meter
Calculate the moment of flexure that the soil pressure that single described support pile bears causes, including:
Utilize formula γ=(γ1h1+γ2h2+...γihi)/(h1+h2+...hi), calculate the soil body on described foundation ditch
Weighted average severe value γ, h in formulaiFor i-th layer of the thickness of the layer, γ on described foundation ditchiFor described
The severe of i-th layer of soil layer on foundation ditch；
Utilize formula K0=(K1h1+K2h2+...Kihi)/(h1+h2+...hi), calculate the soil body on described foundation ditch
Coefficient of static earth pressure K0, K in formulaiFor the coefficient of static earth pressure of i-th layer of soil layer on described foundation ditch；
Utilize formula F1=γ sK0(L0-H)2/ 2, calculate soil pressure F that single described support pile bears1,
L in formula0For the supporting degree of depth of described support pile, s is the spacing between adjacent two described support piles,
H is the height of the vertical section of described L-type support replacement plate；
Utilize formula M1=F1(L0-H)/3, calculate soil pressure F that single described support pile bears1Cause
Moment M1。
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, root
The moment of flexure that the soil pressure born according to single described support pile causes is not more than single described support pile
Big bending resistance, is calculated the height of the vertical section of described L-type support replacement plate, including: according to single
Soil pressure F that described support pile bears1The moment M caused1It is not more than the maximum of single described support pile
Bending resistance MD, utilize formula M1≤MD, it is calculated the height of the vertical section of described L-type support replacement plate
Degree
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, meter
Calculate the width of the vertical section of described L-type support replacement plate, including:
Calculate the moment of flexure that the soil pressure that described L-type support replacement plate bears causes；
Calculate the maximum bending resistance of described L-type support replacement plate；
The moment of flexure that the soil pressure born according to described L-type support replacement plate causes is not more than described L-type support replacement plate
Maximum bending resistance, be calculated the width of the vertical section of described L-type support replacement plate.
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, meter
Calculate the moment of flexure that the soil pressure that described L-type support replacement plate bears causes, including:
Utilize formula F0=γ sK0L0 2/ 2, calculate the largest static soil formed by the soil body on described foundation ditch
Pressure F0；
Utilize formula M0=F0L0/ 3, calculate the largest static soil pressure formed by the soil body on described foundation ditch
Power F0The maximal bending moment M caused0；
Utilize formula Mr=M0-M1, calculate that the soil pressure that described L-type support replacement plate bears causes is curved
Square Mr=[F0L0-F1(L0-H)]/3。
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, meter
Calculate the maximum bending resistance of described L-type support replacement plate, including:
Utilize formula WL=sB2/ 6, calculate the square-section resistance moment coefficient W of described L-type support replacement plateL,
B is the width of the vertical section of described L-type support replacement plate；
Utilize formula ML=fcWL, calculate maximum bending resistance M of described L-type support replacement plateL。
Further improvement is that of the erection method of the L-type support replacement plate of deep excavation project of the present invention, root
The moment of flexure that the soil pressure born according to described L-type support replacement plate causes is not more than the maximum of described L-type support replacement plate
Bending resistance, is calculated the width of the vertical section of described L-type support replacement plate, including: according to described L
The moment M that the soil pressure that type support replacement plate bears causesrIt is not more than the maximum bending resistance of described L-type support replacement plate
Ability ML, utilize formula Mr≤ML, it is calculated the width of the vertical section of described L-type support replacement plate
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of the erection method of the L-type support replacement plate of deep excavation project of the present invention.
Fig. 2 is the building enclosure of the erection method of the L-type support replacement plate using deep excavation project of the present invention
Floor map.
Fig. 3～Fig. 5 is to show in the stage of the erection method of the L-type support replacement plate of deep excavation project of the present invention
It is intended to.
Fig. 6 is the L-shaped support replacement plate of the erection method of the L-type support replacement plate of deep excavation project of the present invention
Parameter calculates schematic diagram.
Detailed description of the invention
In order to make the purpose of the present invention, technical scheme and advantage clearer, below in conjunction with accompanying drawing
And embodiment, the present invention is further elaborated.Should be appreciated that described herein specifically
Embodiment only in order to explain the present invention, is not intended to limit the present invention.
Refer to the erection method that Fig. 1, Fig. 1 are the L-type support replacement plates of deep excavation project of the present invention
Schematic flow sheet.Coordinate referring to shown in Fig. 1, the L-type support replacement plate of deep excavation project of the present invention
Equipment, method, including:
S101 combines shown in Fig. 2, and the excavation boundary set according to construction drawing, at foundation ditch to be excavated
10 surrounding construction supporting stakes 20, support pile 20 preferably employs cylindrical stake, and support pile 20 has been constructed
Cheng Hou, plugs shaped steel construction hat beam 30, overall of enhancing on support pile 20 in support pile 20
Protecting intensity, described shaped steel can use H profile steel, I-steel, Strength calculation, large diameter steel pipe
Or any one of miniature steel pipe；
S102 combines shown in Fig. 3, uses basin excavation method to carry out the soil body according to soil mass property and puts slope and open
Dig, formed foundation ditch central island regions 110 and be positioned at central island regions 110 and support pile 20 it
Between side slope region 120, follow during excavation that " tile and hierarchy, symmetrical in limited time, first support are dug afterwards, forbidden
Backbreak " principle, planar layer segmentation, carry out symmetrically and evenly, make earth excavation face approximation water in hole
Flat decline；
S103 combines shown in Fig. 4, construction center concrete floor 111 in central island regions 110
And maintenance is to concrete design strength, after maintenance completes, on center concrete floor 111, construction is mixed
Solidifying soil buttress 112, after concrete buttress 112 has been constructed, along the domatic of side slope region 120 and base
The position of intersecting point in hole 10 installs equally spacedly tiltedly throws support 40, is anchored in respectively at the two ends tiltedly throwing support 40
In concrete buttress 112 and hat beam 30；
S104 combines shown in Fig. 4 Yu Fig. 5, the earthwork 121 in excavation slope region 120 to center
Region, island 110 flushes, and progressively tiltedly throws direction at the bottom of the hole supportting 40 in hole to surrounding earth excavation,
Whole earthwork in rear foundation ditch are cleared up to basement bottom board absolute altitude；
S105 calculates the height and the width of the vertical section 520 of L-type support replacement plate 50, according to being calculated
The height and the width of vertical section of L-type support replacement plate 50, the hole in the side slope region 120 after excavation
The reinforcing bar of end colligation L-type support replacement plate 50 also installs template, then uses and the identical label of support pile 20
Concreting formed L-type support replacement plate 50 so that the horizontal segment 510 of L-type support replacement plate 50 supports
In center concrete floor 111, the vertical section 520 of L-type support replacement plate 50 supports in support pile 20,
Between the vertical section 520 and support pile 20 of L-type support replacement plate 50, dowel is implanted, the most again during connection
Casting concrete, when the concrete strength of L-type support replacement plate 50 and connected base plate reaches design strength,
Removing and tiltedly throw support 40, complete supporting construction, L-shaped support replacement plate 50 combined supporting stake 20 is collectively forming base
The enclosing of effluent soil pressure.Then can be carried out the construction at other positions of basement.
Further, present invention also offers the vertical section of the plate of L-type support replacement described in step S104
Height and the computational methods of width.Coordinating refering to shown in Fig. 6, Fig. 6 is deep excavation project of the present invention
L-type support replacement plate erection method L-shaped support replacement plate parameter calculate schematic diagram.
(1) computational methods of the height of the vertical section of described L-type support replacement plate, including:
Calculate the maximum bending resistance of single described support pile；
Calculate the moment of flexure that the soil pressure that single described support pile bears causes；
The moment of flexure that the soil pressure born according to single described support pile causes is not more than single described supporting
The maximum bending resistance of stake, is calculated the height of the vertical section of described L-type support replacement plate.
Specifically, rule of thumb, the foundation ditch of one layer of basement, its degree of depth all within 6m, thickness
Not quite, and soil layer property is closer to, it is assumed that the quantity of the soil layer on this base plate of foundation pit be i layer (
In the embodiment of Fig. 6, the quantity of soil layer is a1, a2, a3 tri-layers), then utilize formula
γ=(γ1h1+γ2h2+...γihi)/(h1+h2+...hi), it is calculated adding of all soil bodys on this base plate of foundation pit
Weight average severe value γ, h in formulaiFor i-th layer of the thickness of the layer, γ on this foundation ditchiFor on this foundation ditch i-th
The severe of layer soil layer, this severe includes that water and soil closes weight；
Before tiltedly L-type support replacement plate is changed in throwing support, support pile keeps static, and the soil body is in elastic equilibrium shape
State, utilizes formula K0=(K1h1+K2h2+...Kihi)/(h1+h2+...hi), calculate the soil body on this foundation ditch
Coefficient of static earth pressure K0, K in formulaiThe i-th layer of soil layer provided in reporting for this foundation ditch geological mapping
Coefficient of static earth pressure.Especially, the earth pressure at rest that " architecture Foundation Pit Engineering technical specification " specifies
COEFFICIENT K0Preferably determined by test, also can be calculated as follows when without experiment condition: normally consolidated soil:Overconsolidated soil:In formulaInternal friction angle for soil；
Utilize formula F1=γ sK0(L0-H)2/ 2, calculate soil pressure F that single support pile bears1, in formula
L0For the supporting degree of depth of support pile, s is the spacing between adjacent two support piles, and H is described L-type
The height of the vertical section of support replacement plate；
Utilize formula M1=F1(L0-H)/3, calculate soil pressure F that single support pile bears1Cause is curved
Square M1；
Support pile designs according to the minimum volume ratio of reinforcement, ignores the contribution of its reinforcing bar drag, then utilizes formula
WD=π D3/ 32, calculate the cross section resistance moment coefficient W of single support pileD, in formula, D is support pile
Diameter；
Utilize formula MD=fcWD, calculate maximum bending resistance M of single support pileD, f in formulacFor
The concrete design strength of support pile；
Support Position according to L-type support replacement plate needs to meet soil pressure F that single support pile bears1Draw
The moment M risen1It is not more than maximum bending resistance M of single support pileD, utilize formula M1≤MD,
It is calculated the height of the vertical section of L-type support replacement plate
(2) computational methods of the width of the vertical section of described L-type support replacement plate, including:
Calculate the moment of flexure that the soil pressure that described L-type support replacement plate bears causes；
Calculate the maximum bending resistance of described L-type support replacement plate；
The moment of flexure that the soil pressure born according to described L-type support replacement plate causes is not more than described L-type support replacement plate
Maximum bending resistance, be calculated the width of the vertical section of described L-type support replacement plate.
Specifically, ignore the moment of flexure resistivity of horizontal floor self, only consider that it retrains as build-in
Condition, due to maximal bending moment M bottom foundation ditch0Jointly shared by support pile and L-type support replacement plate respectively,
And the moment of flexure of sharing of support pile maximum is M1, the most remaining unallocated moment MrShould by L-type support replacement plate certainly
Body all bears.
Utilize formula F0=γ sK0L0 2/ 2, calculate the largest static soil pressure formed by the soil body on foundation ditch
F0；
Utilize formula M0=F0L0/ 3, calculate the largest static soil pressure formed by the soil body on foundation ditch
F0The maximal bending moment M caused0；
Utilize formula Mr=M0-M1, calculate the moment of flexure that the soil pressure born of L-type support replacement plate causes
Mr=[F0L0-F1(L0-H)]/3；
Utilize formula WL=sB2/ 6, calculate the square-section resistance moment coefficient W of L-type support replacement plateL, B
Width for the vertical section of described L-type support replacement plate；
Utilize formula ML=fcWL, calculate maximum bending resistance M of L-type support replacement plateL；
Support Position according to L-type support replacement plate needs to meet what the soil pressure that L-type support replacement plate bears caused
Moment MrIt is not more than maximum bending resistance M of L-type support replacement plateL, utilize formula Mr≤ML, calculate
Obtain the width of the vertical section of L-type support replacement plate
The erection method of the L-type support replacement plate of deep excavation project of the present invention, by the side slope after excavation
In region, construction L-type support replacement plate, is connected the horizontal segment of L-type support replacement plate with center concrete floor,
The vertical section of L-type support replacement plate is connected with support pile, reaches the purpose once constructed, it is to avoid be many
Secondary carry out concrete construction.By the height H and width B of the above-mentioned vertical section to L-type support replacement plate
Calculating, it is ensured that L-type support replacement plate meets foundation ditch stability requirement, later stage L-shaped support replacement plate after installing
Combined supporting stake is collectively forming the enclosing of foundation ditch Water And Earth Pressures, has stress form simple, saves the duration
Etc. advantage.
The above is only presently preferred embodiments of the present invention, not the present invention is done any in form
Restriction, although the present invention is disclosed above with preferred embodiment, but is not limited to the present invention,
Any those skilled in the art, in the range of without departing from technical solution of the present invention, when can profit
Make a little change with the technology contents of the disclosure above or be modified to the Equivalent embodiments of equivalent variations, but
Every content without departing from technical solution of the present invention, the technical spirit of the foundation present invention is to above example
Any simple modification, equivalent variations and the modification made, all still falls within the scope of technical solution of the present invention
In.
Claims (6)
1. the erection method of the L-type support replacement plate of a deep excavation project, it is characterised in that including:
In foundation ditch surrounding construction supporting stake to be excavated；
The soil body puts slope excavation, forms the central island regions of foundation ditch and is positioned at described central island regions and institute
State the side slope region between support pile；
Construction center concrete floor in described central island regions；
Excavate the earthwork in described side slope region to flushing with described central island regions；
Calculate the height and the width of the vertical section of L-type support replacement plate, change according to calculated described L-type
The height and the width of the vertical section of fagging, the bottom surface in the described side slope region after excavation pours formation
Described L-type support replacement plate so that the horizontal segment of described L-type support replacement plate supports in described center concrete bottom
Plate, the vertical section of described L-type support replacement plate supports in described support pile；
Wherein, calculate the height of the vertical section of described L-type support replacement plate, including:
Calculate the maximum bending resistance of single described support pile, including: described support pile is set to circle
Cylindricality stake, utilizes formula WD=π D3/ 32, calculate the cross section resistance moment coefficient of single described support pile
WD, in formula, D is the diameter of described support pile；Utilize formula MD=fcWD, calculate single described
Maximum bending resistance M of fender pileD, f in formulacConcrete design strength for support pile；
Calculate the moment of flexure that the soil pressure that single described support pile bears causes, including: utilize formula
γ=(γ1h1+γ2h2+...γihi)/(h1+h2+...hi), calculate the weighted average weight of the soil body on described foundation ditch
Angle value γ, h in formulaiFor i-th layer of the thickness of the layer, γ on described foundation ditchiFor i-th layer of soil on described foundation ditch
The severe of layer；Utilize formula K0=(K1h1+K2h2+...Kihi)/(h1+h2+...hi), calculate on described foundation ditch
The coefficient of static earth pressure K of the soil body0, K in formulaiFor the carth pressure at rest of i-th layer of soil layer on described foundation ditch
Force coefficient；Utilize formula F1=γ sK0(L0-H)2/ 2, calculate the soil pressure that single described support pile bears
F1, L in formula0For the supporting degree of depth of described support pile, s be between adjacent two described support piles between
Away from, H is the height of the vertical section of described L-type support replacement plate；Utilize formula M1=F1(L0-H)/3, meter
Calculate soil pressure F that single described support pile bears1The moment M caused1；
The moment of flexure that the soil pressure born according to single described support pile causes is not more than single described supporting
The maximum bending resistance of stake, is calculated the height of the vertical section of described L-type support replacement plate.
2. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 1, its
Being characterised by, the moment of flexure that the soil pressure born according to single described support pile causes is not more than single described
The maximum bending resistance of support pile, is calculated the height of the vertical section of described L-type support replacement plate, including:
Soil pressure F born according to single described support pile1The moment M caused1It is not more than single described supporting
Maximum bending resistance M of stakeD, utilize formula M1≤MD, it is calculated the perpendicular of described L-type support replacement plate
The height of straight section
3. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 2, its
It is characterised by, calculates the width of the vertical section of described L-type support replacement plate, including:
Calculate the moment of flexure that the soil pressure that described L-type support replacement plate bears causes；
Calculate the maximum bending resistance of described L-type support replacement plate；
The moment of flexure that the soil pressure born according to described L-type support replacement plate causes is not more than described L-type support replacement plate
Maximum bending resistance, be calculated the width of the vertical section of described L-type support replacement plate.
4. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 3, its
It is characterised by, calculates the moment of flexure that the soil pressure that described L-type support replacement plate bears causes, including:
Utilize formula F0=γ sK0L0 2/ 2, calculate the largest static soil formed by the soil body on described foundation ditch
Pressure F0；
Utilize formula M0=F0L0/ 3, calculate the largest static soil pressure formed by the soil body on described foundation ditch
Power F0The maximal bending moment M caused0；
Utilize formula Mr=M0-M1, calculate that the soil pressure that described L-type support replacement plate bears causes is curved
Square Mr=[F0L0-F1(L0-H)]/3。
5. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 4, its
It is characterised by, calculates the maximum bending resistance of described L-type support replacement plate, including:
Utilize formula WL=sB2/ 6, calculate the square-section resistance moment coefficient W of described L-type support replacement plateL,
B is the width of the vertical section of described L-type support replacement plate；
Utilize formula ML=fcWL, calculate maximum bending resistance M of described L-type support replacement plateL。
6. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 5, its
Being characterised by, the moment of flexure that the soil pressure born according to described L-type support replacement plate causes is not more than described L-type
The maximum bending resistance of support replacement plate, is calculated the width of the vertical section of described L-type support replacement plate, including:
The moment M that the soil pressure born according to described L-type support replacement plate causesrIt is not more than described L-type support replacement plate
Maximum bending resistance ML, utilize formula Mr≤ML, it is calculated the vertical of described L-type support replacement plate
The width of section
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| CN107044126B (en) * | 2017-02-23 | 2023-06-09 | 中国建筑第八工程局有限公司 | Combined support changing system for foundation pit supporting structure |
| CN112663565A (en) * | 2020-12-15 | 2021-04-16 | 浙江世润建创科技发展有限公司 | Cast-in-place thin plate plain concrete slope protection formwork structure and construction method |
| CN113529731B (en) * | 2021-06-03 | 2022-10-25 | 浙江省建筑设计研究院 | Inclined pile construction method |
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| CN1198023C (en) * | 2003-07-24 | 2005-04-20 | 上海隧道工程股份有限公司 | Method of controlling foundation ditch deformation breaking up whole into parts |
| CN1904226A (en) * | 2006-08-03 | 2007-01-31 | 张继红 | Construction method of recoverable brad wall base pit enclosure |
| KR100937642B1 (en) * | 2009-09-18 | 2010-01-19 | (주)핸스 | Connecting structure of steel pipe strut |
| CN102720201B (en) * | 2012-07-02 | 2014-10-29 | 中建三局第二建设工程有限责任公司 | Support change construction building method implemented by using main structure of building |
| CN103255772A (en) * | 2013-05-27 | 2013-08-21 | 天津三建建筑工程有限公司 | Construction method optimizing deep foundation pit changing supporting construction sequences |
| CN203475440U (en) * | 2013-09-11 | 2014-03-12 | 浙江中成建工集团有限公司 | SMW stiffened wall inclined-supporting combined space enclosing structure for foundation pit |
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2015
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