CN104631467A - Method for erecting L-shaped support replacement plate for foundation pit excavation project - Google Patents
Method for erecting L-shaped support replacement plate for foundation pit excavation project Download PDFInfo
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- CN104631467A CN104631467A CN201510106520.5A CN201510106520A CN104631467A CN 104631467 A CN104631467 A CN 104631467A CN 201510106520 A CN201510106520 A CN 201510106520A CN 104631467 A CN104631467 A CN 104631467A
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- Prior art keywords
- support replacement
- replacement plate
- type support
- calculate
- soldier pile
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Classifications
-
- 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
-
- 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
-
- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Foundations (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a method for erecting an L-shaped support replacement plate for a foundation pit excavation project. The method comprises the following steps: constructing supporting piles around a to-be-excavated foundation pit; performing slope excavation on a soil body to form a center island area of the foundation pit and a side slope area between the center island area and the supporting piles; constructing a center concrete bottom plate in the center island area; excavating earthworks in the side slope area to be flush with the center island area; and calculating the height and width of a vertical section of the L-shaped support replacement plate, and pouring an L-shaped support replacement plate on the bottom surface of the excavated side slope area according to the calculated height and width of the vertical section of the L-shaped support replacement plate to ensure that a horizontal section of the L-shaped support replacement plate presses against the center concrete bottom plate and the vertical section of the L-shaped support replacement plate presses against the supporting piles. According to the method disclosed by the invention, by calculating the height and the width of the vertical section of the L-shaped support replacement plate, the L-shaped support replacement plate can surely meet a stable requirement of the foundation pit after erection, and in a later period, the L-shaped support replacement plate and the supporting piles form a fence for water and soil pressure of the foundation pit.
Description
Technical field
The present invention relates to excavation field, refer in particular to a kind of erection method of L-type support replacement plate of deep excavation project.
Background technology
Base pit engineering has the advantages that engineering quantity is large, technical difficulty is high, unpredictable element is many, and the security reliability of pattern foundation pit supporting structure not only affects base pit engineering itself, and often affects the surrounding enviroment of foundation ditch.Just because of this, foundation pit support plan must be selected in conjunction with local environmental conditions; On the other hand, although pattern foundation pit supporting structure is temporary structure, it costly can not be ignored the impact of project total cost.Therefore, how to select can the pattern foundation pit supporting structure form of protection of the environment economical rationality again, is of great practical significance.
Foundation ditch area is large, the individual layer Underground Construction of out-of-shape, surrounding enviroment complexity, and pattern foundation pit supporting structure possibility is more.Supporting and protection structure comprises bored pile supporting, composite soil nailing, the supporting of SMW engineering method, cement mixing pile gravity retaining wall etc.; Supporting form has concrete horizontal support, steel pipe diagonal brace and prestressed anchor etc.The preferred impact on safety of surrounding environment, construction technology and economic input of foundation pit support plan is all very huge.
The supporting method of soldier pile after usual excavation of foundation pit; concrete floor of first constructing in the foundation ditch bottom surface after excavation, support replacement plate of then constructing on concrete floor, and between support replacement plate and soldier pile construction reinforcement beam; after fagging to be changed and reinforcement reach design strength, finally remove and tiltedly throw support.But such construction method needs the concrete construction carried out repeatedly, more loaded down with trivial details and the duration is longer.
Summary of the invention
Because the problems referred to above, the invention provides a kind of erection method of L-type support replacement plate of deep excavation project, comprising:
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 described central island regions and described soldier pile;
To construct in described central island regions center concrete floor;
The earthwork of excavating in described side slope region extremely flushes with described central island regions;
Calculate the height and the width of the vertical section of L-type support replacement plate, according to the height and the width of the vertical section of the described L-type support replacement plate calculated, the bottom surface in the described side slope region after excavation is built and forms described L-type support replacement plate, make the horizontal segment of described L-type support replacement plate support in described center concrete floor, the vertical section of described L-type support replacement plate supports in described soldier pile.
The erection method of the L-type support replacement plate of deep excavation project of the present invention, by L-type support replacement plate of constructing in the side slope region after excavation, the horizontal segment of L-type support replacement plate is connected with center concrete floor, the vertical section of L-type support replacement plate is connected with soldier pile, reach the object of once constructing, avoid and repeatedly carry out concrete construction.By to the height of vertical section of L-type support replacement plate and the calculating of width, can ensure that L-type support replacement plate meets foundation ditch stability requirement after installing, the stake of later stage L shape support replacement plate combined supporting forms the enclosing of foundation ditch Water And Earth Pressures jointly, has stress form simple, saves the advantages such as duration.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, calculates the height of the vertical section of described L-type support replacement plate, comprising:
Calculate the maximum bending resistance of single described soldier pile;
Calculate the moment of flexure that soil pressure that single described soldier pile bears causes;
The moment of flexure that the soil pressure of bearing according to single described soldier pile causes is not more than the maximum bending resistance of single described soldier pile, calculates the height of the vertical section of described L-type support replacement plate.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, calculates the maximum bending resistance of single described soldier pile, comprising:
Described soldier pile is set to cylindrical stake, utilizes formula W
d=π D
3/ 32, calculate the cross section resistance moment coefficient W of single described soldier pile
d, in formula, D is the diameter of described soldier pile;
Utilize formula M
d=f
cw
d, calculate the maximum bending resistance M of single described soldier pile
d, f in formula
cfor the concrete design strength of described L-type support replacement plate.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, calculates the moment of flexure that soil pressure that single described soldier pile bears causes, comprising:
Utilize formula γ=(γ
1h
1+ γ
2h
2+ ... γ
ih
i)/(γ
1+ γ
2+ ... γ
i), calculate the weighted average severe value γ of the soil body on described foundation ditch, h in formula
ifor i-th layer of the thickness of the layer on described foundation ditch, γ
ifor the severe of i-th layer of soil layer on described foundation ditch;
Utilize formula K
0=(K
1h
1+ K
2h
2+ ... K
ih
i)/(h
1+ h
2+ ... h
i), calculate the coefficient of earth pressur at rest K of the soil body on described foundation ditch
0, K in formula
ifor the coefficient of earth pressur at rest of i-th layer of soil layer on described foundation ditch;
Utilize formula F
1=γ sK
0(L
0-H)
2/ 2, calculate the soil pressure F that single described soldier pile bears
1, L in formula
0for the supporting degree of depth of described soldier pile, s is the spacing between adjacent two described soldier piles;
Utilize formula M
1=F
1(L
0-H)/3, calculate the soil pressure F that single described soldier pile bears
1the moment M caused
1.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, the moment of flexure that the soil pressure of bearing according to single described soldier pile causes is not more than the maximum bending resistance of single described soldier pile, calculate the height of the vertical section of described L-type support replacement plate, comprising: the soil pressure F born according to single described soldier pile
1the moment M caused
1be not more than the maximum bending resistance M of single described soldier pile
d, utilize formula M
1≤ M
d, calculate the height of the vertical section of described L-type support replacement plate
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, calculates the width of the vertical section of described L-type support replacement plate, comprising:
Calculate the moment of flexure that 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 of bearing according to described L-type support replacement plate causes is not more than the maximum bending resistance of described L-type support replacement plate, calculates the width of the vertical section of described L-type support replacement plate.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, calculates the moment of flexure that soil pressure that described L-type support replacement plate bears causes, comprising:
Utilize formula F
0=γ sK
0l
0 2/ 2, calculate the largest static soil pressure F formed by the soil body on described foundation ditch
0;
Utilize formula M
0=F
0l
0/ 3, calculate the largest static soil pressure F formed by the soil body on described foundation ditch
0the maximal bending moment M caused
0;
Utilize formula M
r=M
0-M
1, calculate the moment M that soil pressure that described L-type support replacement plate bears causes
r=[F
0l
0-F
1(L
0-H)]/3.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, calculates the maximum bending resistance of described L-type support replacement plate, comprising:
Utilize formula W
l=sB
2/ 6, calculate the bending resistance resistance moment coefficient W of described L-type support replacement plate
l;
Utilize formula M
l=f
cw
l, calculate the maximum bending resistance M of described L-type support replacement plate
l.
The further improvement of the erection method of the L-type support replacement plate of deep excavation project of the present invention is, the moment of flexure that the soil pressure of bearing according to described L-type support replacement plate causes is not more than the maximum bending resistance of described L-type support replacement plate, calculate the width of the vertical section of described L-type support replacement plate, comprising: the moment M that the soil pressure of bearing according to described L-type support replacement plate causes
rbe not more than the maximum bending resistance M of described L-type support replacement plate
l, utilize formula M
r≤ M
l, calculate 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 floor map of the space enclosing structure of the erection method of the L-type support replacement plate adopting deep excavation project of the present invention.
Fig. 3 ~ Fig. 5 is the stage schematic diagram of the erection method of the L-type support replacement plate of deep excavation project of the present invention.
Fig. 6 is that the parameter of the L shape support replacement plate of the erection method of the L-type support replacement plate of deep excavation project of the present invention calculates schematic diagram.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
Refer to Fig. 1, 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.Coordinate referring to shown in Fig. 1, the erection method of the L-type support replacement plate of deep excavation project of the present invention, comprising:
Shown in S101 composition graphs 2, according to the excavation boundary of construction drawing setting, in foundation ditch 10 surrounding construction supporting stake 20 to be excavated, soldier pile 20 preferably adopts cylindrical stake, after soldier pile 20 has been constructed, in soldier pile 20, plug shaped steel and on soldier pile 20 construction hat beam 30, strengthen integer support intensity, described shaped steel can adopt any one of H profile steel, i iron, Strength calculation, large diameter steel pipe or miniature steel pipe;
Shown in S102 composition graphs 3, adopt basin excavation method to carry out the soil body according to soil mass property and put slope excavation, form the central island regions 110 of foundation ditch and the side slope region 120 between central island regions 110 and soldier pile 20, the principle of " tile and hierarchy, symmetrical, first support dig afterwards, forbid to backbreak " is followed in limited time during excavation, planar layer segmentation, to carry out symmetrically and evenly, soil excavation face level of approximation in hole is declined;
Shown in S103 composition graphs 4, in central island regions 110, construction center concrete floor 111 maintenance are to concrete design strength, after maintenance completes, center concrete floor 111 to be constructed concrete buttress 112, after concrete buttress 112 has been constructed, install equally spacedly along the domatic of side slope region 120 and the position of intersecting point of foundation ditch 10 and tiltedly throw support 40, the two ends of tiltedly throwing support 40 are anchored in respectively concrete buttress 112 with in hat beam 30;
S104 composition graphs 4 is with shown in Fig. 5, and the earthwork 121 in excavation slope region 120 flushes to central island regions 110, and in hole, progressively tiltedly throw direction at the bottom of the hole of support 40 to surrounding earth excavation, whole cubic metres of earth of cleanings in last foundation ditch are 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 the height and the width of the vertical section of the L-type support replacement plate 50 calculated, the reinforcing bar of colligation L-type support replacement plate 50 at the bottom of the hole in the side slope region 120 after excavation also installs template, then the concreting of label identical with soldier pile 20 is adopted to form L-type support replacement plate 50, the horizontal segment 510 of L-type support replacement plate 50 is made to support in center concrete floor 111, the vertical section 520 of L-type support replacement plate 50 supports in soldier pile 20, between the vertical section 520 of L-type support replacement plate 50 and soldier pile 20, dowel is implanted during connection, and then concreting, when the concrete strength of L-type support replacement plate 50 and connected base plate reaches design strength, remove and tiltedly throw support 40, complete supporting construction, L shape support replacement plate 50 combined supporting stake 20 forms the enclosing of foundation ditch Water And Earth Pressures jointly.Then the construction at other positions of basement can just be carried out.
Further, present invention also offers the height of vertical section and the computational methods of width of the support replacement of L-type described in step S104 plate.Coordinating consults shown in Fig. 6, and Fig. 6 is that the parameter of the L shape support replacement plate of the erection method of the L-type support replacement plate of deep excavation project of the present invention calculates schematic diagram.
(1) computational methods of the height of the vertical section of described L-type support replacement plate, comprising:
Calculate the maximum bending resistance of single described soldier pile;
Calculate the moment of flexure that soil pressure that single described soldier pile bears causes;
The moment of flexure that the soil pressure of bearing according to single described soldier pile causes is not more than the maximum bending resistance of single described soldier pile, calculates the height of the vertical section of described L-type support replacement plate.
Particularly, rule of thumb, the foundation ditch of one deck basement, its degree of depth is all within 6m, thickness is little, and soil layer property is comparatively close, suppose the quantity of the soil layer on this base plate of foundation pit be i layer (in the embodiment in fig 6, the quantity of soil layer is a1, a2, a3 tri-layers), then utilize formula γ=(γ
1h
1+ γ
2h
2+ ... γ
ih
i)/(γ
1+ γ
2+ ... γ
i), calculate the weighted average severe value γ of all soil bodys on this base plate of foundation pit, h in formula
ifor i-th layer of the thickness of the layer on this foundation ditch, γ
ifor the severe of i-th layer of soil layer on this foundation ditch, this severe comprises water and soil and closes heavy;
Before tiltedly L-type support replacement plate is changed in throwing support, soldier pile keeps static, and the soil body is in elastic state of equilibrium, utilizes formula K
0=(K
1h
1+ K
2h
2+ ... K
ih
i)/(h
1+ h
2+ ... h
i), calculate the coefficient of earth pressur at rest K of the soil body on this foundation ditch
0, K in formula
ifor the coefficient of earth pressur at rest of i-th layer of soil layer provided in the report of this foundation ditch geological mapping.Especially, " architecture Foundation Pit Engineering technical specification " coefficient of earth pressur at rest K of specifying
0should be determined by test, when without also can according to following calculating during experiment condition: normally consolidated soil:
overconsolidated soil:
in formula
for the angle of internal friction of soil;
Utilize formula F
1=γ sK
0(L
0-H)
2/ 2, calculate the soil pressure F that single soldier pile bears
1, L in formula
0for the supporting degree of depth of soldier pile, s is the spacing between adjacent two soldier piles;
Utilize formula M
1=F
1(L
0-H)/3, calculate the soil pressure F that single soldier pile bears
1the moment M caused
1;
Soldier pile, according to the design of minimum volume reinforcement ratio, is ignored the contribution of its reinforcing bar drag, is then utilized formula W
d=π D
3/ 32, calculate the cross section resistance moment coefficient W of single soldier pile
d, in formula, D is the diameter of soldier pile;
Utilize formula M
d=f
cw
d, calculate the maximum bending resistance M of single soldier pile
d, f in formula
cfor the concrete design strength of L-type support replacement plate;
According to the soil pressure F that the single soldier pile of Support Position demand fulfillment of L-type support replacement plate bears
1the moment M caused
1be not more than the maximum bending resistance M of single soldier pile
d, utilize formula M
1≤ M
d, calculate 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, comprising:
Calculate the moment of flexure that 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 of bearing according to described L-type support replacement plate causes is not more than the maximum bending resistance of described L-type support replacement plate, calculates the width of the vertical section of described L-type support replacement plate.
Particularly, ignore the moment of flexure resistivity of horizontal floor self, only consider that it is as build-in constraints, due to maximal bending moment M bottom foundation ditch
0jointly shared by soldier pile and L-type support replacement plate respectively, and the maximum moment of flexure of sharing of soldier pile is M
1, then remaining unallocated moment M
rall should be born by L-type support replacement plate self.
Utilize formula F
0=γ sK
0l
0 2/ 2, calculate the largest static soil pressure F formed by the soil body on foundation ditch
0;
Utilize formula M
0=F
0l
0/ 3, calculate the largest static soil pressure F formed by the soil body on foundation ditch
0the maximal bending moment M caused
0;
Utilize formula M
r=M
0-M
1, the moment M that the soil pressure that calculating L-type support replacement plate bears causes
r=[F
0l
0-F
1(L
0-H)]/3;
Utilize formula W
l=sB
2/ 6, calculate the bending resistance resistance moment coefficient W of L-type support replacement plate
l;
Utilize formula M
l=f
cw
l, calculate the maximum bending resistance M of L-type support replacement plate
l;
The moment M that the soil pressure of bearing according to the Support Position demand fulfillment L-type support replacement plate of L-type support replacement plate causes
rbe not more than the maximum bending resistance M of L-type support replacement plate
l, utilize formula M
r≤ M
l, calculate 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 L-type support replacement plate of constructing in the side slope region after excavation, the horizontal segment of L-type support replacement plate is connected with center concrete floor, the vertical section of L-type support replacement plate is connected with soldier pile, reach the object of once constructing, avoid and repeatedly carry out concrete construction.By the above-mentioned height H of vertical section to L-type support replacement plate and the calculating of width B, can ensure that L-type support replacement plate meets foundation ditch stability requirement after installing, the stake of later stage L shape support replacement plate combined supporting forms the enclosing of foundation ditch Water And Earth Pressures jointly, has stress form simple, saves the advantages such as duration.
The above is only preferred embodiment of the present invention, not any pro forma restriction is done to the present invention, although the present invention discloses as above with preferred embodiment, but and be not used to limit the present invention, any those skilled in the art, not departing from the scope of technical solution of the present invention, make a little change when the technology contents of above-mentioned announcement can be utilized or be modified to the Equivalent embodiments of equivalent variations, in every case be the content not departing from technical solution of the present invention, according to any simple modification that technical spirit of the present invention is done above embodiment, equivalent variations and modification, all still belong in the scope of technical solution of the present invention.
Claims (9)
1. an erection method for the L-type support replacement plate of deep excavation project, is characterized in that, comprising:
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 described central island regions and described soldier pile;
To construct in described central island regions center concrete floor;
The earthwork of excavating in described side slope region extremely flushes with described central island regions;
Calculate the height and the width of the vertical section of L-type support replacement plate, according to the height and the width of the vertical section of the described L-type support replacement plate calculated, the bottom surface in the described side slope region after excavation is built and forms described L-type support replacement plate, make the horizontal segment of described L-type support replacement plate support in described center concrete floor, the vertical section of described L-type support replacement plate supports in described soldier pile.
2. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 1, is characterized in that, calculate the height of the vertical section of described L-type support replacement plate, comprising:
Calculate the maximum bending resistance of single described soldier pile;
Calculate the moment of flexure that soil pressure that single described soldier pile bears causes;
The moment of flexure that the soil pressure of bearing according to single described soldier pile causes is not more than the maximum bending resistance of single described soldier pile, calculates the height of the vertical section of described L-type support replacement plate.
3. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 2, is characterized in that, calculate the maximum bending resistance of single described soldier pile, comprising:
Described soldier pile is set to cylindrical stake, utilizes formula W
d=π D
3/ 32, calculate the cross section resistance moment coefficient W of single described soldier pile
d, in formula, D is the diameter of described soldier pile;
Utilize formula M
d=f
cw
d, calculate the maximum bending resistance M of single described soldier pile
d, f in formula
cfor the concrete design strength 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, is characterized in that, calculates the moment of flexure that soil pressure that single described soldier pile bears causes, comprising:
Utilize formula γ=(γ
1h
1+ γ
2h
2+ ... γ
ih
i)/(γ
1+ γ
2+ ... γ
i), calculate the weighted average severe value γ of the soil body on described foundation ditch, h in formula
ifor i-th layer of the thickness of the layer on described foundation ditch, γ
ifor the severe of i-th layer of soil layer on described foundation ditch;
Utilize formula K
0=(K
1h
1+ K
2h
2+ ... K
ih
i)/(h
1+ h
2+ ... h
i), calculate the coefficient of earth pressur at rest K of the soil body on described foundation ditch
0, K in formula
ifor the coefficient of earth pressur at rest of i-th layer of soil layer on described foundation ditch;
Utilize formula F
1=γ sK
0(L
0-H)
2/ 2, calculate the soil pressure F that single described soldier pile bears
1, L in formula
0for the supporting degree of depth of described soldier pile, s is the spacing between adjacent two described soldier piles;
Utilize formula M
1=F
1(L
0-H)/3, calculate the soil pressure F that single described soldier pile bears
1the moment M caused
1.
5. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 4, it is characterized in that, the moment of flexure that the soil pressure of bearing according to single described soldier pile causes is not more than the maximum bending resistance of single described soldier pile, calculate the height of the vertical section of described L-type support replacement plate, comprising: the soil pressure F born according to single described soldier pile
1the moment M caused
1be not more than the maximum bending resistance M of single described soldier pile
d, utilize formula M
1≤ M
d, calculate the height of the vertical section of described L-type support replacement plate
6. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 5, is characterized in that, calculate the width of the vertical section of described L-type support replacement plate, comprising:
Calculate the moment of flexure that 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 of bearing according to described L-type support replacement plate causes is not more than the maximum bending resistance of described L-type support replacement plate, calculates the width of the vertical section of described L-type support replacement plate.
7. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 6, is characterized in that, calculates the moment of flexure that soil pressure that described L-type support replacement plate bears causes, comprising:
Utilize formula F
0=γ sK
0l
0 2/ 2, calculate the largest static soil pressure F formed by the soil body on described foundation ditch
0;
Utilize formula M
0=F
0l
0/ 3, calculate the largest static soil pressure F formed by the soil body on described foundation ditch
0the maximal bending moment M caused
0;
Utilize formula M
r=M
0-M
1, calculate the moment M that soil pressure that described L-type support replacement plate bears causes
r=[F
0l
0-F
1(L
0-H)]/3.
8. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 7, is characterized in that, calculate the maximum bending resistance of described L-type support replacement plate, comprising:
Utilize formula W
l=sB
2/ 6, calculate the bending resistance resistance moment coefficient W of described L-type support replacement plate
l;
Utilize formula M
l=f
cw
l, calculate the maximum bending resistance M of described L-type support replacement plate
l.
9. the erection method of the L-type support replacement plate of deep excavation project as claimed in claim 8, it is characterized in that, the moment of flexure that the soil pressure of bearing according to described L-type support replacement plate causes is not more than the maximum bending resistance of described L-type support replacement plate, calculate the width of the vertical section of described L-type support replacement plate, comprising: the moment M that the soil pressure of bearing according to described L-type support replacement plate causes
rbe not more than the maximum bending resistance M of described L-type support replacement plate
l, utilize formula M
r≤ M
l, calculate the width of the vertical section of described L-type support replacement plate
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| CN201510106520.5A CN104631467B (en) | 2015-03-11 | 2015-03-11 | The erection method of the L-type support replacement plate of deep excavation project |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107044126A (en) * | 2017-02-23 | 2017-08-15 | 中国建筑第八工程局有限公司 | Foundation pit supporting construction combines support replacement system |
| 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 |
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