CN103866766A - Steel anchor pier for landslide emergency treatment and construction method thereof - Google Patents

Abstract

The invention provides a steel anchor pier for landslide emergency treatment and a construction method thereof, wherein the steel anchor pier comprises the following steps: the top base plate is provided with a first anchor cable preformed hole; the top base plate and the bottom base plate are arranged in parallel, and a second anchor cable preformed hole is formed in the bottom base plate; the first end of the cylinder is connected with the top base plate, the second end of the cylinder is connected with the bottom base plate, the first end of the cylinder is aligned with the first anchor cable reserved hole, and the second end of the cylinder is aligned with the second anchor cable reserved hole; a plurality of belly floor, install around the circumference of drum, and the belly floor is located between top backing plate and the bottom backing plate, has seted up the steel cable connecting hole on the belly floor. The steel anchor pier can realize quick assembly and high-strength bearing in slope reinforcement construction; the prefabricated holes are convenient to connect various combinations such as lattice beams, steel cables or protective nets and the like; the method is favorable for improving the safety and the environmental friendliness of the slope anchoring construction.

Description

For steel anchor pier and the construction method thereof of the emergency processing of coming down

Technical field

The present invention relates to geology field, particularly a kind of steel anchor pier and construction method thereof for the emergency processing of coming down.

Background technology

Landslide disaster is as the topmost a kind of geologic hazard type of China; usually can bury village, destroy factories and miness, destroy railway and highway communication, obstruction rivers, damage farmland and forest etc., thereby cause heavy losses to the people's lives and property and national economic construction.According to the national geological disaster circular of Ministry of Land and Resources's issue in 2006-2012,2006-2012, there is 207809 of geological disasters in China altogether, wherein comes down 158144, accounts for sum 76%.

Prestress anchorage cable framework is a kind of conventional landslide disaster improvement technology, it can organically combine Landslide control with domatic flexible protective, the deep layer that will come down control and slope protection organically combine, both reached the object of preventing and treating high slope disease, can increase again green coverage, beautify the environment, realized engineering and naturally harmony.

But generally adopt at present on-the-spot arrangement of reinforcement and cast in situs form, need the operations such as on-the-spot formwork, arrangement of reinforcement, cast and maintenance due to cast-in-situ concrete lattice, construction period is longer, complex process, and lock needed supporting capacity for reaching anchoring, need certain curing period, from construction, the time that anchor cable really works probably needs nearly one month, cannot meet the needs that burst landslide disaster is reinforced fast.

In addition, because traditional cast-in-place prestressed anchor cable framework needs dig on a wide area, and smooth domatic, could construct.And for the severe high gradient slope of execution conditions after shake with need to show consideration for the scenic spot side slope of ecoscape, clear slope is to be difficult to reach or unallowed.

To sum up, in order to realize, landslide disaster is disposed fast and the limited landslide control in clear slope, need to develop a kind of new anchor pier structure, to change conventional on-site arrangement of reinforcement and cast in situs form.

Summary of the invention

Object of the present invention is exactly for the deficiencies in the prior art; for the severe high gradient slope of the common execution conditions in burst landslide disaster, meizoseismal area and need to show consideration for the scenic spot side slope of ecoscape; a kind of steel anchor pier and construction method thereof for the emergency processing of coming down is provided; to greatest extent the reduction of erection time, save floor occupying area, realize and reinforcing fast and environmental protection.

For this reason, as a first aspect of the present invention, provide a kind of steel anchor pier for the emergency processing of coming down, having comprised: top backing plate, offers the first anchor cable preformed hole on the backing plate of top; Backing plate at bottom, top backing plate and backing plate at bottom be arranged in parallel, offer the second anchor cable preformed hole on backing plate at bottom; Cylinder, the first end of cylinder is connected with top backing plate, and the second end of cylinder is connected with backing plate at bottom, and the first end of cylinder aligns with the first anchor cable preformed hole, and the second end of cylinder aligns with the second anchor cable preformed hole; Multiple belly floors, around the circumferential installation of cylinder, and belly floor is between top backing plate and backing plate at bottom, offers wirerope connecting hole on belly floor.

Further, the junction of the circumferential side wall of belly floor and cylinder is provided with recess, between recess and the circumferential side wall of cylinder, forms groove.

Further, backing plate at bottom is square, and the foursquare length of side is determined by following formula:

$L\&GreaterEqual;\sqrt{\frac{k_{s}T}{f_{\mathrm{ak}}}+\frac{{\mathrm{\&pi;<figure-callout\; id="2"\; label="d"\; filenames="HDA0000486432560000021.png"\; state="\{\{state\}\}">d</figure-callout>}}^2}{4}}$

In formula:

T-anchor cable pulling force design load;

K _s-safety factor, gets 1.2-1.3;

F _ak-slope foundation characteristic load bearing capacity;

D-base plate middle part opening diameter, 70mm≤d≤80mm;

The foursquare length of side of L-, L >=600mm.

Further, top backing plate is circular, and circular radius is determined by following formula:

$R\&GreaterEqual;\sqrt{\frac{k_{s}T}{{\mathrm{\&pi;f}}_y}}$

In formula:

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _ythe compressive strength design load of-top backing plate steel;

The radius of R-circle, R >=200mm.

Further, the thickness of top backing plate is determined by following formula:

${\mathrm{<figure-callout\; id="1"\; label="B"\; filenames="HDA0000486432560000021.png"\; state="\{\{state\}\}">B</figure-callout>}}_1\&GreaterEqual;\frac{k_{s}T}{8(R-r)f_v}$

In formula:

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _vthe shear strength design load of-backing plate steel;

The radius of r-the first anchor cable preformed hole;

The radius of R-top backing plate;

B ₁the thickness of-top board backing plate.

Further, the number of belly floor is four, and belly floor is right-angled trapezium, and its thickness is determined by following formula:

${\mathrm{<figure-callout\; id="3"\; label="B"\; filenames="HDA0000486432560000011.png,HDA0000486432560000021.png"\; state="\{\{state\}\}">B</figure-callout>}}_3\&GreaterEqual;\frac{k_{s}T}{4(R-r)f_y}$

In formula,

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _vthe shear strength design load of-belly floor;

The radius of r-the first anchor cable preformed hole;

The radius of R-top backing plate;

B ₃the thickness of-belly floor.

Further, between the each several part of steel anchor pier, weld, and adopt the mode of galvanizing anticorrosion.

As a second aspect of the present invention, a kind of construction method of steel anchor pier is provided, steel anchor pier is above-mentioned steel anchor pier, comprising: step 1, cutting, clear substrate, thus make anchor cable axis vertical with substrate; Step 2, bed course levelling; Step 3, installs steel anchor pier; Step 4, is used wirerope that multiple steel anchor pier integrated connections are got up.

Further, in step 2, adopt spun yarn and rubber tile levelling.

Compared with prior art, the invention has the beneficial effects as follows: this steel anchor pier can be separately and anchor cable be used in conjunction with, or be applied to as a whole slope reinforcement after being connected in length and breadth by wirerope, protective screening.This steel anchor pier can be realized rapid-assembling and high-strength carrying in slope reinforcement construction; Being convenient to utilize preformed hole to connect the multiple collocation such as lattice girder, wirerope or protective screening uses; Do not need the clear slope of dig on a wide area, can solve the limited problem in clear slope in the scenic spot slope reinforcement that shakes the severe high gradient slope of rear execution conditions and need to show consideration for ecoscape, be conducive to improve safety and the environmental friendliness degree of slope anchorage construction.

Brief description of the drawings

Fig. 1 is the top view of steel anchor pier;

Fig. 2 is the lateral view of steel anchor pier;

Fig. 3 is the complete layout of steel anchor pier.

Detailed description of the invention

As a first aspect of the present invention, please refer to Fig. 1 and Fig. 2, a kind of steel anchor pier for the emergency processing of coming down is provided, comprising: top backing plate 1, offers the first anchor cable preformed hole 2 on top backing plate 1; Backing plate at bottom 3, top backing plate 1 be arranged in parallel with backing plate at bottom 3, offers the second anchor cable preformed hole 4 on backing plate at bottom 3; Cylinder 5, the first end of cylinder 5 is connected with top backing plate 1, and the second end of cylinder 5 is connected with backing plate at bottom 3, and the first end of cylinder 5 aligns with the first anchor cable preformed hole 2, and the second end of cylinder 5 aligns with the second anchor cable preformed hole 4; Multiple belly floors 6, around the circumferential installation of cylinder 5, and belly floor 6 is between top backing plate 1 and backing plate at bottom 3, preferably, offers wirerope connecting hole 7 on belly floor 6, so that being connected of steel Puritan and anchor pier.。Cylinder 5 can be used as anchor cable preformed hole, and anchor cable can be installed by the first anchor cable preformed hole 2, cylinder 5 and the second anchor cable preformed hole 4.Preferably, the height of steel anchor pier can be 200-300mm.

By wirerope connecting hole 7, steel anchor pier of the present invention is applied to slope reinforcement after can being connected in length and breadth by wirerope, protective screening as a whole, and connecting adjacent steel anchor pier with wirerope can increase enhancing globality.For example, the diameter of wirerope connecting hole 7 can be 5cm.Preferably, according to engineering experience, the spacing of steel anchor pier can be 3-4 rice.Please refer to Fig. 3, multiple steel anchor piers 9 connect into an entirety by wirerope 10, for example, multiple steel anchor piers 9 can be connected into net structure, between adjacent two steel anchor piers, all connect by wirerope 10.

Compared with prior art, the invention has the beneficial effects as follows: this steel anchor pier can be separately and anchor cable be used in conjunction with, or be applied to as a whole slope reinforcement after being connected in length and breadth by wirerope, protective screening.This steel anchor pier can be realized rapid-assembling and high-strength carrying in slope reinforcement construction; Being convenient to utilize preformed hole to connect the multiple collocation such as lattice girder, wirerope or protective screening uses; Do not need the clear slope of dig on a wide area, can solve the limited problem in clear slope in the scenic spot slope reinforcement that shakes the severe high gradient slope of rear execution conditions and need to show consideration for ecoscape, be conducive to improve safety and the environmental friendliness degree of slope anchorage construction.

General thought of the present invention is realize anchor pier prefabricated, and directly install at scene, is used in conjunction with anchor cable.For convenience of carrying and installation, the present invention turns to principle with small-size light-weight.

Preferably, belly floor 6 is provided with recess with the junction of the circumferential side wall of cylinder 5, forms groove 8, to avoid rainwater to combine between adjacent floor between recess and the circumferential side wall of cylinder 5.For example, the length of this groove can be 3-5cm.

Preferably, steel anchor pier base plate is square, and its length of side is determined by characteristic value of foundation bearing capacity, because compressive stress should be less than characteristic value of foundation bearing capacity, i.e. σ _max< f _ak, σ _max=k _st/ (L*L-π d ²/ 4) < f _ak.Hence one can see that, and in the time that backing plate at bottom 3 is square, the foursquare length of side is determined by following formula:

$L\&GreaterEqual;\sqrt{\frac{k_{s}T}{f_{\mathrm{ak}}}+\frac{{\mathrm{\&pi;<figure-callout\; id="2"\; label="d"\; filenames="HDA0000486432560000021.png"\; state="\{\{state\}\}">d</figure-callout>}}^2}{4}}$

In formula:

T-anchor cable pulling force design load for example, can be 500kN;

K _s-safety factor, gets 1.2-1.3;

F _ak-slope foundation characteristic load bearing capacity;

D-base plate middle part opening diameter, because T is 500kN, therefore, can use 4-5 root anchor cable, correspondingly, and 70mm≤d≤80mm;

The foursquare length of side of L-, L >=600mm.

Especially, according to geotechnical engineering exploration data, slope foundation parameters in soil mechanics be can determine, internalfrictionangleφ, cohesion C and slope foundation characteristic load bearing capacity f comprised _akdeng.

Top backing plate 1 directly bears anchor cable extruding load, is checked by steel plate compressive strength.Therefore, preferably, top backing plate 1 is circular, and circular radius is determined by following formula:

$R\&GreaterEqual;\sqrt{\frac{k_{s}T}{{\mathrm{\&pi;f}}_y}}$

In formula:

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _ythe compressive strength design load of-top backing plate steel;

The radius of R-circle, R >=200mm.

Top backing plate 1 also should meet shear strength requirement.Preferably, the thickness of top backing plate 1 is determined by following formula:

${\mathrm{<figure-callout\; id="1"\; label="B"\; filenames="HDA0000486432560000021.png"\; state="\{\{state\}\}">B</figure-callout>}}_1\&GreaterEqual;\frac{k_{s}T}{8(R-r)f_v}$

In formula:

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _vthe shear strength design load of-backing plate steel;

The radius of r-the first anchor cable preformed hole;

The radius of R-top backing plate;

B ₁the thickness of-top board backing plate.

Preferably, the number of belly floor 6 be four (preferably, belly floor 6 be distributed in backing plate at bottom diagonal between the reserved anchor cable hole in center, end is mutually vertical), belly floor 6 is right-angled trapezium, its thickness is determined by following formula:

${\mathrm{<figure-callout\; id="3"\; label="B"\; filenames="HDA0000486432560000011.png,HDA0000486432560000021.png"\; state="\{\{state\}\}">B</figure-callout>}}_3\&GreaterEqual;\frac{k_{s}T}{4(R-r)f_y}$

In formula,

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _vthe shear strength design load of-belly floor;

The radius of r-the first anchor cable preformed hole;

The radius of R-top backing plate;

B ₃the thickness of-belly floor.

Backing plate at bottom 3 must meet the normal deformation requirements using of member,

i > 150qL ³/ 8E, and can from i iron specification table, can find out I=f (B ₂, H, B ₁), moment of inertia is by B ₂, H, B ₁determine, and anchor pier height H is about 200～300mm, B ₁determined by aforesaid way, so can try to achieve by tabling look-up the thickness B of backing plate at bottom 3 ₂.

Preferably, between the each several part of steel anchor pier, weld, and adopt the mode of galvanizing anticorrosion.

As a second aspect of the present invention, a kind of construction method of steel anchor pier is provided, steel anchor pier is above-mentioned steel anchor pier, comprising:

Step 1, cutting, clear substrate, thus make anchor cable axis vertical with substrate;

Step 2, bed course levelling;

Step 3, installs steel anchor pier;

Step 4, is used wirerope that multiple steel anchor pier integrated connections are got up.

Preferably, in step 2, adopt spun yarn and rubber tile levelling.

Below by two embodiment, the present invention is described in detail.

Embodiment mono-

Certain Slope is to 60～110 °, 50～80 ° of the gradients, horizontal wide 370m, longitudinally long 500m, the about 330m of relative relief.Reconnoitring stratum component in district has Quaternary system to collapse slide rock (Q4 from top to bottom ^col+dl), Quaternary system rushes proluvial (Q4 ^al+pl) and basement rock (Triassic system Shang Tong dwarf Japan group), be described below: (1) Quaternary system collapses slide rock (Q4 ^col+dl) be mainly distributed in domatic and toe area, slope, pile up and form by avalanche, thickness 0.5-40m, mainly taking gravelly soil as main, shiver stone particle diameter 20-50cm, the about 3.0m in largest block stone footpath, lithology is mainly metamorphic limestone, plasma is mainly silty clay, and the structure of matter is loose～slightly close, and water content is low.(2) Quaternary system is rushed proluvial (Q4 ^al+pl) be mainly distributed on leading edge terrace, slope, main matter is sand pebble soil.(3) basement rock is Triassic system Shang Tong dwarf Japan group metamorphic limestone, 85 ° of (T of 120 ° of ∠ of occurrence ₃zw), basement rock is middle weathering-severely-weathered shape, developmental joint fissure.Basement rock engineering geology rock group belongs to half hard rock group.

Because this grade of side slope is more precipitous, road inconvenience, therefore preferred version is that steel anchor pier coordinates anchor cable, and administers by the method for wirerope connection reinforcement globality, its concrete steps are as follows:

A. according to geotechnical engineering exploration data, determine slope foundation (gravelly soil) characteristic load bearing capacity f _ak=950kPa;

B. according to engineering experience and orographic condition, the interval S of steel anchor pier is 4m, is used in conjunction with anchor cable, and anchorage cable stretching power value is 500kN, and safety factor gets 1.2; Steel anchor pier uses Q235 steel to make.Then increase the globality of prevention and cure project with steel cable.

C. for making steel anchor pier appearance looks elegant, and ensure some strength, height H is 200mm;

D. steel anchor pier base plate is square, and its length of side is determined by characteristic value of foundation bearing capacity, because compressive stress should be less than characteristic value of foundation bearing capacity σ _max< f _ak, σ _max=k _st/ (L*L-π d ²/ 4) < f _ak, through deriving, L is determined by following formula

(preformed hole diameter 70mm), and L>=600mm, get L=800mm.

E. top circular backing plate directly bears anchor cable extruding load, is checked its radius by steel plate compressive strength and R>=200mm, gets R=250mm.

F. top circular backing plate also should meet shear strength requirement, through derivation, and top plate thickness

get B ₁=16mm.

G. floor group by 4 be distributed in backing plate at bottom diagonal between the reserved anchor cable hole in center, the orthogonal right-angled trapezium steel plate in end forms, its thickness B ₃should meet compressive strength requirement

get B ₃=10mm.

H. base plate must meet the normal deformation requirements using of member,

i > 1500qL ³/ 8E, and can from i iron specification table, can find out I=f (B ₂, H, B ₁), moment of inertia is by B ₂, H, B ₁determine, and anchor pier height H is about 200mm, B ₁by step, D determines, so can try to achieve by tabling look-up base plate thickness B ₂=10mm.

I. steel anchor pier is anticorrosion by the mode of galvanizing, increases the service life.

Embodiment bis-

The long 60m of certain sliding mass major axis, the wide 40m of leading edge, the wide 50m in trailing edge and middle part, mean breadth 45m, the about 10m of thickness, the about 27000m of sliding mass volume ³.This landslide has formed obvious border, grows a series of tensile crack and new steep bank along sliding mass border.The main glide direction on landslide is N40 ° of E, belongs to along the downward slippage of hillside direction.The maximum slippage of sliding mass exceedes 1.3m, and maximum settlement amount exceedes 0.52m.Glide direction is along hillside down sliding.In sliding mass, grow a series of transverse stretchings crack, landslide cuts mouth owing to being subject to stopping of bottom retaining wall, and local eminence appears in landslide leading edge.This landslide belongs to gravity traction landslide, still in slippage operational phase.Earth's surface is distributed as Quaternary system eluvial layer, underlies for lithological property.Quaternary system eluvial layer is taking silty clay as main, and lithological property lithology is the solidifying grey rhyolite-porphyry of tufaceous rhyolite-porphyry, angle gravel and argillaceous siltstoue or packsand, and the weathering of top, rock stratum is strong.Sliding mass top is Quaternary system eluvial layer, in close gravelly soil, bottom is completely decomposed tufaceous rhyolite-porphyry, infer landslide interface between completely decomposed and severely-weathered tufaceous rhyolite-porphyry interface.

Owing to planting a large amount of industrial crops on this slope body, and landslide disaster disposal fast, therefore preferred version is that steel anchor pier coordinates anchor cable, and administers by the method for wirerope connection reinforcement globality, its concrete steps are as follows:

A. according to geotechnical engineering exploration data, determine slope foundation (gravelly soil) characteristic load bearing capacity f _ak=800kPa;

B. according to engineering experience and orographic condition, the interval S of steel anchor pier is 3m, is used in conjunction with anchor cable, and anchorage cable stretching power value is 500kN, and getting safety factor is 1.2; Steel anchor pier uses Q235 steel to make.Then increase the globality of prevention and cure project with steel cable.

C. for making steel anchor pier appearance looks elegant, and ensure some strength, height H is 200mm;

D. steel anchor pier base plate is square, and its length of side is determined by characteristic value of foundation bearing capacity, because compressive stress should be less than characteristic value of foundation bearing capacity σ _max< f _ak, σ _max=k _st/ (L*L-π d ²/ 4) < f _ak, through deriving, L is determined by following formula

(preformed hole diameter 70mm), and L>=600mm, get L=900mm.

E. top circular backing plate directly bears anchor cable extruding load, is checked its radius by steel plate compressive strength

and R>=200mm, gets R=250mm.

F. top circular backing plate also should meet shear strength requirement, through derivation, and top plate thickness

get B ₁=16mm.

G. floor group by 4 be distributed in backing plate at bottom diagonal between the reserved anchor cable hole in center, the orthogonal right-angled trapezium steel plate in end forms, its thickness B ₃should meet compressive strength requirement

get B ₃=10mm.

H. base plate must meet the normal deformation requirements using of member,

i > 1500qL ³/ 8E, and can from i iron specification table, can find out I=f (B ₂, H, B ₁), moment of inertia is by B ₂, H, B ₁determine, and anchor pier height H is about 200mm, B ₁by step, D determines, so can try to achieve by tabling look-up base plate thickness B ₂=12mm.

J. steel anchor pier is anticorrosion by the mode of galvanizing, increases the service life.

Claims (9)

1. for a steel anchor pier for the emergency processing of coming down, it is characterized in that, comprising:

Top backing plate (1), offers the first anchor cable preformed hole (2) on described top backing plate (1);

Backing plate at bottom (3), described top backing plate (1) be arranged in parallel with described backing plate at bottom (3), offers the second anchor cable preformed hole (4) on described backing plate at bottom (3);

Cylinder (5), the first end of described cylinder (5) is connected with described top backing plate (1), the second end of described cylinder (5) is connected with described backing plate at bottom (3), and the first end of described cylinder (5) aligns with described the first anchor cable preformed hole (2), the second end of described cylinder (5) aligns with described the second anchor cable preformed hole (4);

Multiple belly floors (6), around the circumferential installation of described cylinder (5), and described belly floor (6) is positioned between described top backing plate (1) and described backing plate at bottom (3), offers wirerope connecting hole (7) on described belly floor (6).

2. steel anchor pier according to claim 1, is characterized in that, described belly floor (6) is provided with recess with the junction of the circumferential side wall of described cylinder (5), between described recess and the circumferential side wall of described cylinder (5), forms groove (8).

3. steel anchor pier according to claim 1, is characterized in that, described backing plate at bottom (3) is square, and the described foursquare length of side is determined by following formula:

$L\&GreaterEqual;\sqrt{\frac{k_{s}T}{f_{\mathrm{ak}}}+\frac{{\mathrm{\&pi;d}}^2}{4}}$

In formula:

T-anchor cable pulling force design load;

K _s-safety factor, gets 1.2-1.3;

F _ak-slope foundation characteristic load bearing capacity;

D-base plate middle part opening diameter, 70mm≤d≤80mm;

The foursquare length of side of L-, L >=600mm.

4. steel anchor pier according to claim 1, is characterized in that, described top backing plate (1) is circular, and the radius of described circle is determined by following formula:

$R\&GreaterEqual;\sqrt{\frac{k_{s}T}{{\mathrm{\&pi;f}}_y}}$

In formula:

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _ythe compressive strength design load of-top backing plate steel;

The radius of R-circle, R >=200mm.

5. steel anchor pier according to claim 4, is characterized in that, the thickness of described top backing plate (1) is determined by following formula:

$B_1\&GreaterEqual;\frac{k_{s}T}{8(R-r)f_v}$

In formula:

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _vthe shear strength design load of-backing plate steel;

The radius of r-the first anchor cable preformed hole;

The radius of R-top backing plate;

B ₁the thickness of-top board backing plate.

6. steel anchor pier according to claim 1, is characterized in that, the number of described belly floor (6) is four, and described belly floor (6) is right-angled trapezium, and its thickness is determined by following formula:

$B_3\&GreaterEqual;\frac{k_{s}T}{4(R-r)f_y}$

In formula,

K _s-safety factor, gets 1.2-1.3;

T-anchor cable pulling force design load;

F _vthe shear strength design load of-belly floor;

The radius of r-the first anchor cable preformed hole;

The radius of R-top backing plate;

B ₃the thickness of-belly floor.

7. steel anchor pier according to claim 1, is characterized in that, welds, and adopt the mode of galvanizing anticorrosion between the each several part of described steel anchor pier.

8. a construction method for steel anchor pier, described steel anchor pier is the steel anchor pier described in any one in claim 1 to 7, it is characterized in that, comprising:

Step 1, cutting, clear substrate, thus make anchor cable axis vertical with substrate;

Step 2, bed course levelling;

Step 3, installs described steel anchor pier;

Step 4, is used wirerope that multiple described steel anchor pier integrated connections are got up.

9. construction method according to claim 8, is characterized in that, in described step 2, adopts spun yarn and rubber tile levelling.

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