CN106676992B - A kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed - Google Patents
A kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed Download PDFInfo
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- CN106676992B CN106676992B CN201710078841.8A CN201710078841A CN106676992B CN 106676992 B CN106676992 B CN 106676992B CN 201710078841 A CN201710078841 A CN 201710078841A CN 106676992 B CN106676992 B CN 106676992B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/16—Foundations formed of separate piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- Life Sciences & Earth Sciences (AREA)
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Abstract
The present invention relates to bank Soft Soil Area foundation treatment technology field more particularly to a kind of pull-type pile Reinforced Embankment design methods of anchor that punishment bank is soft soil roadbed；Its step includes：Data collection simultaneously determines calculating parameter, set stake spacing and pile cover size, it calculates the native pitch of arch and checks depth of fill, check pile cover bending resistance and punching shear bearing capacity, bearing pile is calculated and designs, the sedimentation of checking computations embankment top surface calculates simultaneously design level reinforcing body, support pile and pull rod are calculated and designed, calculate and designs prestressed anchor.This method is easy, practical, and the engineer application for the pull-type reinforced embankment over piles technology of anchor provides reliable design calculation theory.
Description
Technical field
The present invention relates to bank Soft Soil Area foundation treatment technology field more particularly to a kind of anchors that punishment bank is soft soil roadbed
Pull-type pile Reinforced Embankment design method.
Background technology
It builds highway and railway in inland and west area, it is inevitable when approach rivers, lake, marsh, mountain valley, depression
A large amount of bank soft soil foundation can be encountered.It is multiple not to be showed only as the origin cause of formation compared with coastal Deep Thick Soft Ground roadbed for bank soft soil foundation
Miscellaneous, lack of homogeneity, engineering properties difference are big, and its outstanding feature is that there are the inclined heavily fortified points that buried depth is shallower under Soft Soil Layer
Hard stratum or rock stratum.Existing pile formula dike or Net Pile Composite Ground technology, for punish down the hard soil layer of sleeping horizontal layer or
The soft soil foundation of rock stratum can obtain preferable consolidation effect, but for the lower sleeping bank soft soil foundation for having inclination hard formation, due to ground
Base stress is asymmetric, and the horizontal displacement and relative settlement of roadbed are larger, and stability is difficult to ensure, pull-type according to the anchor of such as Fig. 1
Pile Reinforced Embankment can then well solve problem of the existing technology.For existing pile formula dike or Net Pile Composite Ground skill
Art,《Composite foundation technology specification GB/T 50783-2012》A kind of design and calculation method is recommended, but it is that have water for lower crouch
The soft soil foundation of flat hard formation and propose, for the soft soil roadbed pull-type pile Reinforced Embankment of anchor in punishment bank, there is presently no conjunctions
Reason, reliable design and calculation method, if applying mechanically the design and calculation method of existing specification completely, the horizontal displacement of roadbed, difference
Sedimentation and stability are difficult to be effectively ensured.Therefore, in order to enable the pull-type pile Reinforced Embankment technology of anchor in subgrade engineering
It is widely applied, it is necessary to a kind of new design and calculation method is proposed, to ensure the safety of engineering.
Invention content
The object of the present invention is to for when the pull-type pile Reinforced Embankment of anchor is built in bank Soft Soil Area, lack at present rationally, can
The present situation of the design and calculation method leaned on proposes a kind of suitable for punishing bank soft soil roadbed anchor pull-type pile Reinforced Embankment design side
Method provides reliable design theory foundation for the pull-type pile Reinforced Embankment Technique Popularizing application of anchor.
In order to solve the above technical problems, the technical solution adopted in the present invention is：A kind of anchor that punishment bank is soft soil roadbed
Pull-type pile Reinforced Embankment design method, this approach includes the following steps：
Step 1：By collecting, analyzing design data, embankment design height H, the synthesis angle of friction of embankment filled soil are determinedSevere of banketing γ, the proportionality coefficient m of the horizontal resistance coefficient of foundation of support pile side weak soil；
Step 2：The stake interval S of the bearing pile 3 and support pile 1 of arranged in squares is pressed in settingp, and square pile cover 4
Length of side a and thickness h0；
Step 3：Calculate critical native pitch of arch hc, the native pitch of arch h of design；If the native pitch of arch h of design is more than the embankment 10
Design height H, then be transferred to step 2, the stake interval S of the bearing pile 3 and support pile 1 that rearrangep；Otherwise it is transferred to step 4；
Step 4：Bending resistance and the punching shear bearing capacity for checking the square pile cover 4, step is transferred to if being unsatisfactory for requiring
Two, redesign the length of side a and thickness h of square pile cover 40；Otherwise it is transferred to step 5；
Step 5：The load that the bearing pile 3 undertakes is calculated, design accordingly determines the type of the bearing pile 3, pile body material
Material, shape and size, make bearing pile 3 reach the load requirement undertaken；
Step 6：The sedimentation of 10 top surface of the embankment is checked, if being unsatisfactory for requiring, step 2 is transferred to, resets and hold
The stake interval S of weight stake 3 and support pile 1p, and square pile cover 4 length of side a and thickness h0；Otherwise it is transferred to step 7；
Step 7：8 tension load T of calculated level reinforcing bodyg, the type for determining the horizontal reinforcing body 8, material are designed accordingly
Matter, specification, model and the reinforcing body number of plies so that horizontal reinforcing body 8 reaches tension load requirement；
Step 8：Calculating acts on the soil pressure in section of stretching out (101) in the support pile (1)；Support pile (1) is limited to exist
Permissible level displacement at ground is [x0]；Design determines supporting pile installation, material and shape and size so that support pile (1)
Horizontal displacement is permissible level displacement [x of the support pile (1) on ground at ground0] and the soil pressure can be undertaken；With institute
State permissible level displacement [x of the support pile (1) at ground0] it is limit value, it is based on calculation model of elastic foundation beam, based on " m " method
Calculate the suffered shearing of the support pile (1) and moment of flexure and cross-tie (5) tension load Tb, accordingly to the support pile (1) into
Row Reinforcement Design, while designing type, material and shape and the size for determining the cross-tie (5) so that cross-tie (5)
Tension load T can be carriedb；
Step 9：7 axial tension load T of calculated prestressing force anchor polea, the class for determining the prestressed anchor 7 is designed accordingly
Form, geometric dimension and the prestress of type, rod body material, Inner bolt head and outer anchor head.
It is further to improve, the critical native pitch of arch hcCalculation formula such as (I) formula, the native pitch of arch h of the design are calculated
Formula such as (II) formula：
H=1.2hc (Ⅱ)
In formula, h is the native pitch of arch (m) of design；hcFor the critical native pitch of arch (m)；SpFor the bearing pile 3 and support pile 1
Stake spacing (m)；For the internal friction angle that the embankment 10 bankets, cohesive soil takes comprehensive angle of friction (°).
It is further to improve, 8 tension load T of the horizontal reinforcing bodygCalculation formula such as (III) formula：
In formula, TgFor the tension load (kN/m) of the horizontal reinforcing body 8；γ is the severe (kN/ that the embankment 10 bankets
m3)；A is square 4 length of side (m) of pile cover；Δ is horizontal reinforcing body midpoint maximum sag of chain (m) between opposite pile cover；Other meet
Meaning is the same.
It is further to improve, 5 tension load T of the cross-tiebCalculation formula such as (IV) formula：
Tb=EhSp(1+0.664αzE)-0.41α3[x0]EI (Ⅳ)
In formula, TbFor 5 tension load (kN) of the cross-tie；EhTo act on the soil of the support pile section of stretching out (101)
Pressure (kN/m)；zEFor the soil pressure EhDistance (m) of the position away from ground surface；α is the deformation coefficient (m of the support pile 1
-1)；[x0] be ground surface at the support pile 1 permissible level shift value (m), generally take [x0]=0.01m；EI is the branch
Bending stiffness (the kNm of fender pile 12)；It is the same that other meet meaning.
It is further to improve, 7 axial tension load T of the prestressed anchoraCalculation formula such as (V) formula：
Ta=Tb/cosθ (Ⅴ)
In formula, TaFor the axial tension load (kN) of the prestressed anchor 7；θ is the inclination angle of the prestressed anchor 7
(°)；It is the same that other meet meaning.
The beneficial effects of the invention are as follows：
1. be a kind of novel geosynthetic reinforced pile supported embankments on soft soil, i.e., the pull-type reinforced embankment over piles of anchor provide it is a kind of it is very easy,
Practical design and calculation method；
2. being punished for the pull-type reinforced embankment over piles of anchor, bank is soft soil roadbed to provide reliable design calculation theory and technology
It ensures.
Description of the drawings
Fig. 1 is the pull-type pile reinforcement of anchor of the present invention punishment soft soil roadbed pull-type pile Reinforced Embankment design method of anchor in bank
Embankment structure schematic diagram.
Fig. 2 is the soft soil roadbed pull-type pile Reinforced Embankment design method flow chart of anchor in present invention punishment bank.
Fig. 3 shows for the critical soil arch calculating of the present invention punishment soft soil roadbed pull-type pile Reinforced Embankment design method of anchor in bank
It is intended to.
Fig. 4 is the horizontal reinforcing body pulling force of the present invention punishment soft soil roadbed pull-type pile Reinforced Embankment design method of anchor in bank
Calculate schematic diagram.
Fig. 5 is the support pile internal force of the present invention punishment soft soil roadbed pull-type pile Reinforced Embankment design method of anchor in bank, draws
Draw-bar pull calculates schematic diagram.
Reference numeral：1- support piles；101- section of stretching out；2- connection beams；3- bearing piles；4- pile covers；5- cross-ties；6- is vertical
To pull rod；7- prestressed anchors；The horizontal reinforcing bodies of 8-；9- bed courses；10- embankments；11- Soft Soil Layers；12- tilts hard formation.
Specific implementation mode
Embodiment 1
A kind of soft soil roadbed pull-type pile Reinforced Embankment of anchor in punishment bank, including bed course 9, embankment 10, it is located at inclination hard formation
The support pile 1 of 12 deep ends is located at and tilts the bearing pile 3 of hard formation shallow end, connect with the support pile 1 and 3 top of bearing pile
The pull rod and prestressed anchor 7 of square pile cover 4, cross-fixing in the square pile cover 4.The pull rod includes laterally drawing
Bar 5 and longitudinal tie 6, the cross-tie 5 and 6 cross-fixing of the longitudinal tie are in the square pile cover 4；It is described
Cross-tie 5 also extends in the connection beam 2 and connection fixed thereto.
One end of prestressed anchor 7, which is fixed on, to be tilted in hard formation, and the other end of prestressed anchor 7 is fixed on weak soil shallow end and holds
Again on the pile cover of stake；It is interconnected and fixed by connection beam 2 in the row's support pile 1 for tilting the most deep end of hard formation 12；It is set in bed course 9
It is equipped with horizontal reinforcing body 8.The square pile cover 4 is square, and is fixed on the bearing pile 3 and support pile 1 is located at ground
Stake top at, two diagonal lines are located at the horizontal and vertical of the embankment 10.
The horizontal reinforcing body 8 is at least one layer of high-strength direction earthwork grille, and longitudinal lacing wire is laterally at 45 ° oblique with embankment
It hands over, the lateral oblique at 45 ° of lateral lacing wire and embankment；Longitudinal lacing wire is vertically arranged with lateral lacing wire.It is located at and tilts hard formation deep end
Support pile 1 is equipped with section of stretching out 101.
Embodiment 2
As shown in fig. 1~fig. 5, a kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed, step
It is as follows：
Step 1：Data collection determines calculating parameter.
By collecting, analyzing design data, embankment design height H=5m, the synthesis angle of friction of embankment filled soil are determinedBanket severe=18.5kN/m3, the proportionality coefficient m=4500kN/ of the horizontal resistance coefficient of foundation of support pile side weak soil
m4, and《Composite foundation technology specification GB/T 50783-2012》The middle other related physicals about foundation soil for requiring to provide
Mechanical performance index.
Step 2：Set stake spacing and pile cover size.
The stake interval S of the bearing pile 3 and support pile 1 of arranged in squares is pressed in settingp=2m, the length of side a=of square pile cover 4
1m, thickness h0=350mm.
Step 3：The native pitch of arch is calculated, depth of fill is checked.
By aforementioned critical native pitch of arch hcCalculation formula (I), obtains：
By previous designs soil pitch of arch h calculation formula (II), obtain：
H=1.2hc=1.2 × 1.732=2.078 (m)
Because of depth of fill H=5m, there are h < H, be then transferred to step 4.
Step 4：Check pile cover bending resistance and punching shear bearing capacity.
According to《Composite foundation technology specification GB/T 50783-2012》The bending resistance of the square pile cover of recommendation method checking computations 4 and
Punching shear bearing capacity is transferred to step 2 if being unsatisfactory for requiring, is otherwise transferred to step 5.
Step 5：It calculates and designs bearing pile.
According to《Composite foundation technology specification GB/T 50783-2012》Recommendation method calculates the load that bearing pile 3 undertakes, according to
This design determines type, pile shaft material, the shape and size of the bearing pile 3.
Step 6：Check the sedimentation of embankment top surface.
According to《Composite foundation technology specification GB/T 50783-2012》Recommendation method checks the heavy of 10 top surface of the embankment
Drop, if being unsatisfactory for requiring, is transferred to step 2, is otherwise transferred to step 7.
Step 7；Calculate simultaneously design level reinforcing body.
It takes with respect to horizontal reinforcing body midpoint maximum sag of chain Δ=0.1m between pile cover, according to 8 tension of aforementioned levels reinforcing body
Load TgCalculation formula (III), has：
According to the tension load T being calculatedgValue, design determine type, material, specification, the type of the horizontal reinforcing body 8
Number and the reinforcing body number of plies.
Step 8：It calculates and designs support pile and pull rod.
It is 3m to design 101 length of support pile section of stretching out, while to simplify the calculation, by the embankment filled soil lotus of the above 2m of section of stretching out
Load is considered as overload q, that is, has q=2m × 18.5kN/m3=37kPa.Then it can calculate and act on section of stretching out 101 in support pile 1
On soil pressure Eh：
And then soil pressure E can be calculatedhDistance z of the position away from ground surfaceE=1.286m.
Permissible level displacement [x of the restriction support pile 1 on ground0]=0.01m, the material type of setting support pile itself,
Material and shape and size, that is, it is reinforced concrete pile to design support pile 1, and a diameter of d=0.6m, pile body is using C25 coagulations
Soil, compressive elastic modulus of concrete Ec=2.8 × 107kPa.According to《Highway bridge and culvert ground and foundation design code JTG D63-
2007》, the calculating width b of support pile1For：
b1=0.9 (1.5d+0.5)=0.9 × (1.5 × 0.6+0.5)=1.26 (m) > 2d=2 × 0.6=1.2 (m),
Therefore take b1=1.2m.
The bending stiffness EI of support pile is：
The deformation coefficient α of support pile is：
Again by aforementioned lateral pull rod 5 tension load calculation formula (IV) formula, T can be acquiredb：
Tb=EhSp(1+0.664αzE)-0.41α3[x0]EI
=64.75 × 2 × (1+0.664 × 0.520 × 1.286) -0.41 × 0.5203×0.01×1.424×105
=187.002-82.093=104.91 (kN)
Then, according to the cross-tie tension load T found outbValue designs type, the material and shape for determining cross-tie
And size.
Meanwhile it being based on calculation model of elastic foundation beam, internal force suffered by support pile 1 (shearing, moment of flexure) is calculated by " m " method,
Reinforcement Design is carried out to support pile further according to Maximum bending moment suffered by support pile.
Step 9：It calculates and designs prestressed anchor
According to 7 axial tension load T of aforementioned prestressed anchoraCalculation formula (V), design anchor pole inclination angle theta=15 °, then
Have：
Accordingly, the type for determining prestressed anchor 7, the shape of rod body material, Inner bolt head and outer anchor head are designed by related specifications
Formula, geometric dimension and prestress.
Claims (5)
1. a kind of soft soil roadbed pull-type pile Reinforced Embankment design method of anchor in punishment bank, which is characterized in that this method include with
Lower step：
Step 1：By collecting, analyzing design data, embankment design height H, the synthesis angle of friction of embankment filled soil are determinedIt fills out
Native severe γ, the proportionality coefficient m of the horizontal resistance coefficient of foundation of support pile side weak soil；
Step 2：The stake interval S of the bearing pile (3) and support pile (1) of arranged in squares is pressed in settingp, and square pile cover (4)
Length of side a and thickness h0；
Step 3：Calculate critical native pitch of arch hc, the native pitch of arch h of design；If the native pitch of arch h of design is more than the embankment (10)
Design height H, then be transferred to step 2, rearranges the stake interval S of bearing pile (3) and support pile (1)p；Otherwise it is transferred to step 4；
Step 4：Bending resistance and the punching shear bearing capacity for checking the square pile cover (4), step is transferred to if being unsatisfactory for requiring
Two, redesign the length of side a and thickness h of square pile cover (4)0；Otherwise it is transferred to step 5；
Step 5：The load that the bearing pile (3) undertakes is calculated, design accordingly determines the type of the bearing pile (3), pile body material
Material, shape and size, make bearing pile (3) reach the load requirement undertaken；
Step 6：The sedimentation for checking the embankment (10) top surface is transferred to step 2 if being unsatisfactory for requiring, and resets load-bearing
The stake interval S of stake (3) and support pile (1)p, and square pile cover (4) length of side a and thickness h0；Otherwise it is transferred to step 7；
Step 7：Calculated level reinforcing body (8) tension load Tg, the type for determining the horizontal reinforcing body (8), material are designed accordingly
Matter, specification, model and the reinforcing body number of plies so that horizontal reinforcing body (8) reaches tension load requirement；
Step 8：Calculating acts on the soil pressure in section of stretching out (101) in the support pile (1)；Support pile (1) is limited on ground
The permissible level displacement at place is [x0]；Design determines supporting pile installation, material and shape and size so that support pile (1) is on ground
Horizontal displacement is permissible level displacement [x of the support pile (1) on ground at face0] and the soil pressure can be undertaken；With the branch
Permissible level displacement [x of the fender pile (1) at ground0] it is limit value, it is based on calculation model of elastic foundation beam, institute is calculated by " m " method
State the suffered shearing of support pile (1) and moment of flexure and cross-tie (5) tension load Tb, the support pile (1) is matched accordingly
Muscle designs, while designing type, material and shape and the size for determining the cross-tie (5)；
Step 9：Calculated prestressing force anchor pole (7) axial tension load Ta, the class for determining the prestressed anchor (7) is designed accordingly
Form, geometric dimension and the prestress of type, rod body material, Inner bolt head and outer anchor head.
2. a kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed according to claim 1, special
Sign is, the critical native pitch of arch hcCalculation formula such as (I) formula, design the soil pitch of arch h calculation formula such as (II) formula：
H=1.2hc (Ⅱ)
In formula, h is the native pitch of arch of design；hcFor the critical native pitch of arch；SpBetween the bearing pile (3) and the stake of support pile (1)
Away from；For the internal friction angle that the embankment (10) bankets, cohesive soil takes comprehensive angle of friction.
3. a kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed according to claim 1, special
Sign is, horizontal reinforcing body (8) the tension load TgCalculation formula such as (III) formula：
In formula, TgFor the tension load of the horizontal reinforcing body (8)；γ is the severe that the embankment (10) bankets；A is square
The length of side of pile cover (4)；Δ is horizontal reinforcing body midpoint maximum sag of chain between opposite pile cover；Other symbol meanings are the same.
4. a kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed according to claim 1, special
Sign is, cross-tie (5) the tension load TbCalculation formula such as (IV) formula：
Tb=EhSp(1+0.664αzE)-0.41α3[x0]EI (Ⅳ)
In formula, TbFor the cross-tie (5) tension load；EhTo act on the soil pressure of the support pile section of stretching out (101)；
zEFor the soil pressure EhDistance of the position away from ground surface；α is the deformation coefficient of the support pile (1)；[x0] it is at ground surface
The permissible level shift value of the support pile (1), generally takes [x0]=0.01m；EI is the bending stiffness of the support pile (1)；
Other symbol meanings are the same.
5. a kind of pull-type pile Reinforced Embankment design method of anchor that punishment bank is soft soil roadbed according to claim 1, special
Sign is, prestressed anchor (7) the axial tension load TaCalculation formula such as (V) formula：
Ta=Tb/cosθ (Ⅴ)
In formula, TaFor the axial tension load of the prestressed anchor (7)；θ is the inclination angle of the prestressed anchor (7)；Other symbols
Number meaning is the same.
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