阅读说明：本技术 输电线路联合板杆双锚板基础结构的上板的设计方法 (Transmission line of electricity combines the design method of the upper plate of the double anchor slab foundation structures of plate stem ) 是由 李炎隆 雒亿平 于 2019-08-27 设计创作，主要内容包括：本发明公开了输电线路联合板杆双锚板基础结构的上板的设计方法,双锚板基础固定结构包括板柱、板件组和锚杆组件,其中,板件组包括自上而下的上板和下板件,下板件包括两个独立设置的下板,其中,锚杆组件包括第一锚杆和第二锚杆,板柱与上板通过第一锚杆固接,上板与两个下板分别通过第二锚杆固接,上板和/或下板的表面设置有配筋；上板的设计方法包括：步骤1：暂定得到上板的几何尺寸和埋深；步骤2：根据步骤1,进行上板的稳定计算,通过计算确定符合规范的要求的几何尺寸和埋深；步骤3：根据步骤2,进行上板配筋设计,完成上板的整体设计。本发明可去除基础上板养护工作,消除了湿作业,消除了现场钢筋绑扎作业,降低了施工周期。(The invention discloses the design methods of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem, double anchor slab bases fixed structure includes sheet-pile, plate group and anchor rod component, wherein, plate group includes top-down upper plate and lower plate, and lower plate includes two lower plates being independently arranged, wherein, anchor rod component includes the first anchor pole and the second anchor pole, sheet-pile and upper plate are affixed by the first anchor pole, and upper plate passes through that the second anchor pole is affixed with two lower plates respectively, and the surface of upper plate and/or lower plate is provided with arrangement of reinforcement；The design method of upper plate includes: step 1: tentative to obtain the geometric dimension and buried depth of upper plate；Step 2: according to step 1, carrying out the stability Calculation of upper plate, the geometric dimension and buried depth of the requirement for meeting specification is determined by calculation；Step 3: according to step 2, carrying out upper plate Reinforcement Design, complete the whole design of upper plate.The present invention can remove basic upper plate maintenance work, eliminate wet construction, eliminates live reinforcing bar binding operation, reduces construction period.)

1. the design method that transmission line of electricity combines the upper plate of the double anchor slab foundation structures of plate stem, which is characterized in that

Double anchor slab bases fixed structure includes sheet-pile (5), plate group and anchor rod component,

Wherein, the plate group includes top-down upper plate (1) and lower plate, and the lower plate includes two and is independently arranged Lower plate (2), and

In the state of constructing completion, the upper plate (1) and the lower plate (2) are embedded in underground, and the sheet-pile (5) is at least A part of exposure and environment；

Wherein, the anchor rod component includes the first anchor pole (3) and the second anchor pole (4), and the sheet-pile (5) and upper plate (1) pass through the One anchor pole (3) is affixed, and the upper plate (1) and two lower plates (2) are affixed by the second anchor pole (4) respectively, the upper plate (1) it is upper Surface and/or lower surface are provided with the first arrangement of reinforcement, and the upper surface and/or lower surface of the lower plate (2) are provided with the second arrangement of reinforcement；

The design method of the upper plate includes:

Step 1: tentative to obtain the geometric dimension and buried depth of upper plate；

Step 2: according to the tentative size and buried depth of the upper plate that step 1 obtains, carrying out the stability Calculation of upper plate, pass through calculating It is determined for compliance with the geometric dimension and buried depth of the requirement of specification；

Step 3: meeting the geometric dimension and buried depth of the requirement of specification according to step 2, arrangement of reinforcement is carried out to the upper plate and is set Meter, completes the whole design of the upper plate.

2. the design method of upper plate according to claim 1, which is characterized in that fix tentatively obtained upper plate described in step 1 Geometric dimension and buried depth include width, length, the thickness of upper plate, soil body bulk density γ and soil body cohesive strength c, the width of upper plate short column Degree, length and height, width, length and the height of upper carrying billet.

3. the design method of upper plate according to claim 1, which is characterized in that the step 2 is specifically, carry out on described The Checking Ground Bearing Capacity of plate carries out the antidumping checking computations of the upper plate, carries out the horizontal resistant slide checking computations of the upper plate, carries out The Punching Shear of the upper plate checks, and carries out the foundation deformation checking computations of the upper plate.

4. the design method of upper plate according to claim 3, which is characterized in that the Checking Ground Bearing Capacity packet of the upper plate Include characteristic value of foundation bearing capacity calculating, foundation pressure calculating and soil supporting layer strength checking:

The characteristic value of foundation bearing capacity calculate specifically by

The foundation pressure calculating of the upper plate calculates ground of the upper plate under bidirectional eccentric load action specifically by formula (2) Base pressure P:

Wherein, γ_GThe partial safety factor of-permanent load, Q_{On f}For the gravity of basic upper plate, A is upper plate and contact area of ground, and N is Upper load suffered by basis.

5. the design method of upper plate according to claim 4, which is characterized in that the soil supporting layer intensity of the upper plate is tested It calculates specifically:

In the case of it is eccentric load that the base top loading that upper plate is subject to, which carries, soil supporting layer strength checking is carried out according to formula (3):

p≤f_a/γ_if(3),

Wherein, p is plate average pressure of foundation base design value (kPa) f on the basis of axial load effect is lower_aFor the ground after amendment Characteristic load bearing capacity (kPa), γ_ifFor foundation bearing capacity regulation coefficient；

In the case of upper plate is by Under Eccentric Loading, soil supporting layer strength checking is carried out according to formula (4):

p_max≤1.2f_a/γ_if(4),

Wherein, p_maxPlate substrate maximum pressure design value (kPa) on the basis of under being acted on for axial load, f_aFor the ground after amendment Base characteristic load bearing capacity (kPa), γ_ifFor foundation bearing capacity regulation coefficient.

6. the design method of upper plate according to claim 3, which is characterized in that the antidumping checking computations of the upper plate are specific Are as follows:

In the case of upper plate uplift force effect, do not need to be checked；

In the upper plate in the case of by power effect is pushed, the anti-of upper plate is carried out according to formula (6) and formula (7) and is inclined Cover checking computations:

M_h≥KF_x(h+h₁+h₂) (7),

Wherein, KF_xFor the two-way tilting moment of upper plate, M_hFor limit tilting moment, l is and the power F that topples_HThe parallel basis in direction The length (m) of upper plate, K are the buckling safety factor that topples, and h is upper plate height, h₁For short column height (m), h₂For backing plate height (m).

7. the design method of upper plate according to claim 3, which is characterized in that the horizontal resistant slide of the upper plate checks tool Body are as follows:

Horizontal bearing capacity checking computations are carried out according to x direction of the formula (8) to the upper plate:

Horizontal bearing capacity checking computations are carried out according to y direction of the formula (9) to the upper plate:

Wherein, K_pFor coefficient of passive earth pressure,B is the width (m) of basic upper plate bottom surface, and h is upper Plate height, c are cohesive strength (kPa) native in the upper board width buried depth in lower times of basic upper plate bottom, l be with power of toppling, Ep is water Flat power.

8. the design method of upper plate according to claim 3, which is characterized in that the Punching Shear of the upper plate, which checks, is specially The Punching Shear checking computations of the upper plate are carried out by formula (10), (11) and (12):

F_l≤0.7β_hpf_ta_mh₀(10),

F_l=p_jA_l(11),

Wherein, f_tFor the axial tensile strength design value (kN/m of concrete²), a_mFor least favorable in the punching failure cone of upper plate Side computational length (m), a_tFor billet width (m), a_bIt is punching failure cone least favorable side in foundation's bottom area range Interior lower side length (m), h₀For the effective height (m) of the punching failure cone of upper plate, p_jFor the net counter-force (kN/ of foundation soil unit area m²), A_lFor shaded area (m²), F_lFor in shaded area A_lOn the net counter-force design value (kN) of foundation soil.

9. the design method of upper plate according to claim 3, which is characterized in that the foundation deformation checking computations of the upper plate are specific Including calculating net foundation pressure, determining that settlement calculation depth, final settlement calculate and differential settlement checks；

Wherein, final settlement calculating is carried out according to formula (13):

Wherein, s is ground final deformation amount (mm), and s ' is calculated foundation deformation amount (mm), Ψ_sFor settlement calculation experience system Number, n are the soil layer number divided, E_siFor the lower i-th layer of native compression modulus (MPa) in basic upper plate bottom surface, z_i, for basic upper plate bottom surface To the distance (m) of i-th layer of native bottom surface, z_i-1For the distance (m) of (i-1)-th layer of native bottom surface,It is the calculating o'clock of upper plate bottom surface to i-th layer Average additional stress coefficient within the scope of native bottom surface,It is average attached within the scope of upper plate bottom surface calculating o'clock to (i-1)-th layer of native bottom surface Add stress coefficient.

10. the design method of upper plate according to claim 1, which is characterized in that the Reinforcement Design of step 3 include into The board bottom calculation of Bending Moment of the row upper plate, the board bottom arrangement of reinforcement for carrying out the upper plate calculate, and carry out the upper plate short column arrangement of reinforcement and calculate.

Technical field

The invention belongs to electric power line pole tower equipment technical fields, and in particular to a kind of double anchor slabs of transmission line of electricity joint plate stem The design method of the upper plate of foundation structure.

Background technique

Transmission line tower foundation mainly uses " heavy excavation " foundation class, " draw and dig base expanding and base expanding " foundation class, " explosion expanded piling " basis Class.The key dimension of " heavy excavation " foundation class need to be determined according to the resistance to plucking stability requirement of transmission line tower foundation, in order to full The needs of stability are pulled out on foot, it is necessary to increase key dimension, improve foundation cost, simultaneously because spoir is more, to environment It destroys also larger." draw and dig base expanding and base expanding " foundation class is suitable in the anhydrous cohesive soil for penetrating into foundation pit, while pile foundation specification provides, such as Basis uses pile foundation, and essential bearing stratum needs guiding through collapsible loess, therefore the basis is with not being suitable for big thickness collapsible loess Area." explosion expanded piling " foundation class difficulty of construction is larger, has biggish concealment, and complicated construction technique, construction quality are difficult to control It makes, construction quality problem is difficult to find in time, and there is also certain difficulties for detection after work.Therefore, in conclusion current transmission of electricity Inconvenient ask is detected after overhead line structures foundation structure is primarily present complicated construction technique, and construction quality is not easy to control and work Topic.

Summary of the invention

The object of the present invention is to provide the design methods of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem, it is intended to Complicated construction technique existing for current transmission line tower foundation upper plate structure is solved, and construction quality is difficult to control and work Afterwards in detection inconvenience the problem of at least part.

The technical scheme adopted by the invention is that

A kind of design method of the upper plate of the double anchor slab basis fixed structures of transmission line of electricity joint plate stem,

Double anchor slab bases fixed structure includes sheet-pile, plate group and anchor rod component,

Wherein, plate group includes top-down upper plate and lower plate, and lower plate includes two lower plates being independently arranged, and And

In the state of constructing completion, upper plate and lower plate are embedded in underground, at least part exposure of sheet-pile and environment；

Wherein, anchor rod component includes the first anchor pole and the second anchor pole, and sheet-pile and upper plate are affixed by the first anchor pole, upper plate and Two lower plates pass through that the second anchor pole is affixed respectively, and the upper surface and/or lower surface of upper plate are provided with the first arrangement of reinforcement, the upper table of lower plate Face and/or lower surface are provided with the second arrangement of reinforcement；

The design method of upper plate includes:

Step 1: tentative to obtain the geometric dimension and buried depth of upper plate；

Step 2: according to the tentative size and buried depth of the upper plate that step 1 obtains, carrying out the stability Calculation of upper plate, pass through calculating It is determined for compliance with the geometric dimension and buried depth of the requirement of specification；

Step 3: according to the geometric dimension and buried depth of the requirement for meeting specification in step 2, Reinforcement Design is carried out to upper plate, it is complete At the whole design of upper plate.

The features of the present invention also characterized in that

Geometric dimension and buried depth that obtained upper plate is fixed tentatively in step 1 include width, length, the thickness of upper plate, and the soil body holds Weight γ and soil body cohesive strength c, width, length and the height of upper plate short column, width, length and the height of upper carrying billet.

Specifically, carrying out the Checking Ground Bearing Capacity of upper plate, the antidumping for carrying out upper plate checks step 2, carries out upper plate Horizontal resistant slide checking computations carry out the Punching Shear checking computations of upper plate, carry out the foundation deformation checking computations of upper plate.

The Checking Ground Bearing Capacity of upper plate includes that characteristic value of foundation bearing capacity calculates, foundation pressure calculates and soil supporting layer Strength checking:

Characteristic value of foundation bearing capacity calculates the characteristic load bearing capacity f that ground is calculated specifically by formula (1)_a:

f_a=M_bγb+M_dγ_md+M_cC (1),

Wherein, f_aFor characteristic value of foundation bearing capacity (kPa), M_b、M_d、M_cIt is characterized value design factor, upper board bottom based on b The width (m) in face, c are cohesive strength (kPa) native in the upper board width buried depth in lower times of basic upper plate bottom, γ_mFor basic upper plate Buried depth within native weighted average severe, γ is soil supporting layer soil body severe；

The foundation pressure calculating of upper plate calculates ground of the upper plate under bidirectional eccentric load action specifically by formula (2) Base pressure P:

Wherein, γ_GFor the partial safety factor of permanent load, Q_{On f}For the gravity of basic upper plate, A is upper plate and ground contact surface It is long-pending, suffered upper load based on N.

The soil supporting layer strength checking of upper plate specifically:

In the case of it is eccentric load that the base top loading that upper plate is subject to, which carries, soil supporting layer intensity is carried out according to formula (3) Checking computations:

p≤f_a/γ_if(3),

Wherein, p is plate average pressure of foundation base design value (kPa) f on the basis of axial load effect is lower_aAfter amendment Characteristic value of foundation bearing capacity (kPa), γ_ifFor foundation bearing capacity regulation coefficient；

In the case of upper plate is by Under Eccentric Loading, soil supporting layer strength checking is carried out according to formula (4):

p_max≤1.2f_a/γ_if(4),

Wherein, p_maxPlate substrate maximum pressure design value (kPa) on the basis of under being acted on for axial load, f_aTo correct it Characteristic value of foundation bearing capacity (kPa) afterwards, γ_ifFor foundation bearing capacity regulation coefficient.

The antidumping of upper plate checks specifically:

In the case of the effect of upper plate uplift force, do not need to be checked；

In upper plate in the case of by power effect is pushed, the anti-of upper plate is carried out according to formula (6) and formula (7) and is inclined Cover checking computations:

M_h≥KF_x(h+h₁+h₂) (7),

Wherein, KF_xFor the two-way tilting moment of upper plate, M_hFor limit tilting moment, l is and power of toppling, F_HDirection is parallel The length (m) of basic upper plate, K are the buckling safety factor that topples, and h is upper plate height, h₁For short column height (m), h₂For backing plate height (m)。

The horizontal resistant slide of upper plate checks specifically:

Horizontal bearing capacity checking computations are carried out according to x direction of the formula (8) to upper plate:

Horizontal bearing capacity checking computations are carried out according to y direction of the formula (9) to upper plate:

Wherein, K_pFor coefficient of passive earth pressure,γ is soil body bulk density, upper board bottom based on b The width (m) in face, h are upper plate height, and c is cohesive strength (kPa) native in the upper board width buried depth in lower times of basic upper plate bottom, l For with power of toppling, Ep is horizontal force.

The Punching Shear checking computations of upper plate are checked specifically by the Punching Shear that formula (10), (11) and (12) carry out upper plate:

F_l≤0.7β_hpf_ta_mh₀(10),

F_l=p_jA_l(11),

Wherein, f_tFor the axial tensile strength design value (kN/m of concrete²), a_mFor in the punching failure cone of upper plate most Unfavorable side computational length (m), a_tFor billet width (m), a_bIt is punching failure cone least favorable side in foundation's bottom area Lower side length (m) in range, h₀For the effective height (m) of the punching failure cone of upper plate, p_jFor the net counter-force of foundation soil unit area (kN/m²), A_lFor shaded area (m²), F_lFor in shaded area A_lOn the net counter-force design value (kN) of foundation soil.

The foundation deformation checking computations of upper plate, which specifically include, to be calculated net foundation pressure, determines settlement calculation depth, final settlement Amount calculates and differential settlement checking computations；

Wherein, final settlement calculating is carried out according to formula (13):

Wherein, s is ground final deformation amount (mm), and s ' is calculated foundation deformation amount (mm), Ψ_sFor settlement calculation warp Coefficient is tested, n is the soil layer number divided, E_siFor the lower i-th layer of native compression modulus (MPa) in basic upper plate bottom surface, z_i, for basic upper plate Distance (m) of the bottom surface to i-th layer of native bottom surface, z_i-1For the distance (m) of (i-1)-th layer of native bottom surface,It calculates o'clock for upper plate bottom surface to the Average additional stress coefficient within the scope of i layers of native bottom surface,It is average within the scope of upper plate bottom surface calculating o'clock to (i-1)-th layer of native bottom surface Additional stress coefficient.

The Reinforcement Design of step 3 includes the board bottom arrangement of reinforcement calculating of the board bottom calculation of Bending Moment of progress upper plate, progress upper plate, Upper plate short column arrangement of reinforcement is carried out to calculate.

The beneficial effects of the present invention are: the design side of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention Method, upper plate and short column fabricated construction, can remove basis upper plate maintenance work, eliminate wet construction, eliminate through the invention Live reinforcing bar binds operation, reduces construction period.

Detailed description of the invention

Fig. 1 is that joint plate stem is double in the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention The structural schematic diagram on anchor slab basis；

Fig. 2 is the structure of upper plate in the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention Schematic diagram；

Fig. 3 is foundation structure in the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention Schematic top plan view；

Fig. 4 is joint plate Suo Ji in the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention The plane of constraint schematic diagram of plinth Ji Ding；

Fig. 5 is that antidumping calculates in the design method of the double anchor slab foundation structure upper plates of transmission line of electricity joint plate stem of the present invention Schematic diagram；

Fig. 6 is the punching of upper plate in the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention Schematic diagram；

Fig. 7 is upper plate settlement gauge in the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention The hierarchical diagram of calculation.

In figure, 1. upper plates, 2. lower plates, 3. upper plate steel plates, 4. lower plate steel plates, 5. first anchor poles, 6. second anchor poles, 7. lower spiral shells Cap, 8. protective caps, 9. gaskets, 10. upper plate short columns, 11. anchor poles, 12. anchor cables.13. backing plate.

Specific embodiment

The following describes the present invention in detail with reference to the accompanying drawings and specific embodiments.

The design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention,

As shown in Figure 1, Figure 2 and Figure 3, the double anchor slab foundation structures of transmission line of electricity joint plate stem include sheet-pile 5, plate group and anchor Bar assembly,

Wherein, plate group includes top-down upper plate 1 and lower plate, and lower plate includes two lower plates being independently arranged 2, And

In the state of constructing completion, upper plate 1 and lower plate 2 are embedded in underground, at least part exposure of sheet-pile 5 and ring Border；

Wherein, anchor rod component includes the first anchor pole 3 and the second anchor pole 4, and sheet-pile 5 is affixed by the first anchor pole 3 with upper plate 1, Upper plate 1 is affixed by the second anchor pole 4 respectively with two lower plates 2, and the upper surface and/or lower surface of upper plate 1 are provided with the first arrangement of reinforcement, The upper surface and/or lower surface of lower plate 2 are provided with the second arrangement of reinforcement；

A kind of design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention, comprising:

Step 1: tentative to obtain the geometric dimension and buried depth of upper plate；

Step 2: according to the tentative size and buried depth of the upper plate that step 1 obtains, carrying out the stability Calculation of upper plate, pass through calculating It is determined for compliance with the geometric dimension and buried depth of the requirement of specification；

Step 3: according to the geometric dimension and buried depth of the requirement for meeting specification in step 2, Reinforcement Design is carried out to upper plate, it is complete At the whole design of upper plate.

Further, the design method of the upper plate of the double anchor slab foundation structures of transmission line of electricity joint plate stem of the present invention:

Geometric dimension and buried depth that obtained upper plate is fixed tentatively in step 1 include width, length, the thickness of upper plate, and the soil body holds Weight γ and soil body cohesive strength c, width, length and the height of upper plate short column, width, length and the height of upper carrying billet.

Specifically, carrying out the Checking Ground Bearing Capacity of upper plate, the antidumping for carrying out upper plate checks step 2, carries out upper plate Horizontal resistant slide checking computations carry out the Punching Shear checking computations of upper plate, carry out the foundation deformation checking computations of upper plate.

The Checking Ground Bearing Capacity of upper plate includes that characteristic value of foundation bearing capacity calculates, foundation pressure calculates and soil supporting layer Strength checking:

Characteristic value of foundation bearing capacity calculates the characteristic load bearing capacity f that ground is calculated specifically by formula (1)_a:

f_a=M_bγb+M_dγ_md+M_cC (1),

Wherein, f_aFor characteristic value of foundation bearing capacity (kPa), M_b、M_d、M_cIt is characterized value design factor, upper board bottom based on b Width (m) c in face is cohesive strength (kPa) native in the upper board width buried depth in lower times of basic upper plate bottom, γ_mFor basic upper plate Native weighted average severe within buried depth, γ are soil supporting layer soil body severe；

The foundation pressure calculating of upper plate calculates ground of the upper plate under bidirectional eccentric load action specifically by formula (2) Base pressure P:

Wherein, γ_GThe partial safety factor of-permanent load, Q_{On f}For the gravity of basic upper plate, A is upper plate and ground contact surface It is long-pending, suffered upper load based on N.

The soil supporting layer strength checking of upper plate specifically:

In the case of it is eccentric load that the base top loading that upper plate is subject to, which carries, soil supporting layer intensity is carried out according to formula (3) Checking computations:

p≤f_a/γ_if(3),

Wherein, p is plate average pressure of foundation base design value (kPa) f on the basis of axial load effect is lower_aAfter amendment Characteristic value of foundation bearing capacity (kPa), γ_ifFor foundation bearing capacity regulation coefficient；

In the case of upper plate is by Under Eccentric Loading, soil supporting layer strength checking is carried out according to formula (4):

p_max≤1.2f_a/γ_if(4),

Wherein, p_maxPlate substrate maximum pressure design value (kPa) on the basis of under being acted on for axial load, f_aTo correct it Characteristic value of foundation bearing capacity (kPa) afterwards, γ_ifFor foundation bearing capacity regulation coefficient.

The antidumping of upper plate checks specifically:

In the case of the effect of upper plate uplift force, do not need to be checked；

In upper plate in the case of by power effect is pushed, the anti-of upper plate is carried out according to formula (6) and formula (7) and is inclined Cover checking computations:

M_h≥KF_x(h+h₁+h₂) (7),

Wherein, KF_xFor the two-way tilting moment of upper plate, M_hFor limit tilting moment, l is and the power F that topples_HDirection is parallel The length (m) of basic upper plate, K are the buckling safety factor that topples, and h is upper plate height, h₁For short column height (m), h₂For backing plate height (m)。

The horizontal resistant slide of upper plate checks specifically:

Horizontal bearing capacity checking computations are carried out according to x direction of the formula (8) to upper plate:

Horizontal bearing capacity checking computations are carried out according to y direction of the formula (9) to upper plate:

Wherein, K_pFor coefficient of passive earth pressure,B is the width (m) of basic upper plate bottom surface, h For upper plate height, c is cohesive strength (kPa) native in the upper board width buried depth in lower times of basic upper plate bottom, and l is and power of toppling, Ep For horizontal force.

The Punching Shear checking computations of upper plate are checked specifically by the Punching Shear that formula (10), (11) and (12) carry out upper plate:

F_l≤0.7β_hpf_ta_mh₀(10),

F_l=p_jA_l(11),

Wherein, f_tFor the axial tensile strength design value (kN/m of concrete²), a_mFor in the punching failure cone of upper plate most Unfavorable side computational length (m), a_tFor billet width (m), a_bIt is punching failure cone least favorable side in foundation's bottom area Lower side length (m) in range, h₀For the effective height (m) of the punching failure cone of upper plate, p_jFor the net counter-force of foundation soil unit area (kN/m²), A_lFor shaded area (m²), F_lFor in shaded area A_lOn the net counter-force design value (kN) of foundation soil.

The foundation deformation checking computations of upper plate, which specifically include, to be calculated net foundation pressure, determines settlement calculation depth, final settlement Amount calculates and differential settlement checking computations；

Wherein, final settlement calculating is carried out according to formula (13):

Wherein, s is ground final deformation amount (mm), and s ' is calculated foundation deformation amount (mm), Ψ_sFor settlement calculation warp Coefficient is tested, n is the soil layer number divided, E_siFor the lower i-th layer of native compression modulus (MPa) in basic upper plate bottom surface, z_i、z_i-1Based on Distance (m) of the upper plate bottom surface to i-th layer of native bottom surface, z_i-1For the distance (m) of (i-1)-th layer of native bottom surface,Point is calculated for upper plate bottom surface Average additional stress coefficient within the scope of to i-th layer of native bottom surface,For within the scope of upper plate bottom surface calculating o'clock to (i-1)-th layer of native bottom surface Average additional stress coefficient.

The Reinforcement Design of step 3 includes the board bottom arrangement of reinforcement calculating of the board bottom calculation of Bending Moment of progress upper plate, progress upper plate, Upper plate short column arrangement of reinforcement is carried out to calculate.