CN106294917A - A kind of adjustment method of the column foot plate of power transmission tower - Google Patents
A kind of adjustment method of the column foot plate of power transmission tower Download PDFInfo
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- CN106294917A CN106294917A CN201510316322.1A CN201510316322A CN106294917A CN 106294917 A CN106294917 A CN 106294917A CN 201510316322 A CN201510316322 A CN 201510316322A CN 106294917 A CN106294917 A CN 106294917A
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Abstract
The present invention provides the adjustment method of the column foot plate of a kind of power transmission tower, by the maximum distance of screw with the maximum distance of angle steel, screw and boots plate；Calculate tension base plate to the moment of flexure of angle steel wall, it is to the moment of flexure of boots plate and unit length moment of flexure；And determine that screw opens increase check value with boots plate checking distance, screw with floor checking distance, boots plate deviant, base plate verification thickness, boots plate verification height and basis root；Compare the actual parameter value of itself and the column foot plate measured, debug column foot plate according to comparative result.The adjustment method of the column foot plate of the power transmission tower that the present invention proposes effectively simulates the actual loading situation of component, and the process of calculating is the most simple and clear with checking procedure, designer is facilitated to enter electric power pylon column foot plate calculation and check, and according to result, column foot plate is debugged, to ensure the optimal allocation of column foot plate, and then ensure that the normal of power transmission tower works, improve the debugging efficiency of the column foot plate to power transmission tower, improve the reliability and security of power transmission tower work.
Description
Technical field
The present invention relates to the debugging technique of power transmission tower, be specifically related to the adjustment method of the column foot plate of a kind of power transmission tower.
Background technology
Power transmission tower is then the strong point of overhead transmission line, and setting up a loop on power transmission tower is then single loop power transmission tower, in transmission of electricity
Ze Shi double loop, two loops power transmission tower is set up on tower.Single loop refers to a load the loop of a power supply；
Double loop refers to a load the loop of two power supplies.Typically, power supply reliability is required high enterprise, or
The important transformer station in area, all uses double loop to power, one of them power supply so can be protected to have a power failure for some reason, and another power supply can
Continue power supply.But often use single supply to power general medium and small user less demanding to power supply reliability.In recent years
New technique, new technology and new diseases in designing along with built on stilts defeated some line steel tower, build and run, power transmission tower
Quantity gets more and more, and column foot plate design & check increasingly becomes more meticulous.Thus require carrying out column foot plate design and adjusting more
For rationally.
Adjust currently for the design of column foot plate and not yet have rationally and reliably mode；If the design of column foot plate is unreasonable, but
Cannot effectively and reliably to it debug；Long-time use is then susceptible to damage, and even causes the accident, brings
Potential safety hazard.
Summary of the invention
In view of this, the adjustment method of the column foot plate of a kind of power transmission tower that the present invention provides, the method effectively simulates structure
The actual loading situation of part, and the process of calculating is the most simple and clear with checking procedure.
It is an object of the invention to be achieved through the following technical solutions:
The adjustment method of the column foot plate of a kind of power transmission tower, the main material of described power transmission tower is angle steel, and described angle steel is welded on described
On column foot plate；Described column foot plate includes being arranged on ground base plate and the fixing described angle steel connecting stack pile and cross is handed over
The boots plate of 2 groups of same models of fork；Four angles of described base plate are respectively equipped with screw, and described base plate is with through described screw
Foundation bolt fixedly mount on the ground；Square backing plate it is provided with between described foundation bolt and described screw；Often group is described
Boots plate all include being arranged on same plane and be co-axially located at described angle steel both sides by pressure shoes plate and tension boots plate；Described it is subject to
It is provided with perpendicular floor on pressure shoes type floor；Described base plate includes with pressurized that the orthocenter line of described angle steel is boundary
Base plate and tension base plate；The described base by pressure shoes plate is welded on described by press, and the base of described tension boots plate is welded
It is connected on described tension base plate；
Described adjustment method includes:
Step 1: determine that the slope slant height of described angle steel and name are high, and calculate the maximum pull of single described foundation bolt；
Step 2: calculate the maximum distance of described screw and the maximum distance of described angle steel, described screw and described boots plate；
Step 3: according to the maximum pull of single described foundation bolt, described screw and the maximum distance of described angle steel and institute
State the maximum distance of screw and described boots plate, calculate described tension base plate to the moment of flexure of described angle steel wall, it is to described boots plate
Moment of flexure and unit length moment of flexure；
Step 4: the verification thickness that determines described tension base plate, the verification being verified moment of flexure and tension boots plate by pressure shoes plate are curved
Square；
Step 5: calculate described screw and boots plate checking distance, screw and floor checking distance, boots plate deviant, base plate
Verification thickness, boots plate verification height and basis root open increase check value；And compare the reality of itself and the described column foot plate measured
Parameter value, according to comparative result, debugs described column foot plate.
Preferably, before described step 1, including:
Measure the actual parameter value of described column foot plate；Described actual parameter value includes: screw and boots plate distance, screw and rib
On the basis of plate distance, base plate thickness, boots plate height, described column foot plate between pull out force, described angle steel and described base plate
Distance, described column foot plate on pull out horizontal force, described foundation bolt to the horizontal range at described base plate center, described lower margin
Bolt is to the horizontal range at described base plate center, described foundation bolt spiral shell to the horizontal range at described base plate center, described angle
The slope width of the angle steel vertical high, described of steel.
Preferably, described step 1 includes:
I-1. according to vertical height and the slope width of described angle steel, slope slant height H0 of described angle steel is calculated:
H0=(H2+C2)1/2；
I-2. according to vertical height and the slope width of described angle steel, the high Hmy of name of described angle steel is calculated:
Hmy=(H2+3C2)1/2；
In formula, H is the vertical height of described angle steel, and C is the slope width of described angle steel；
I-3. the maximum pull T0 of single described foundation bolt is calculated:
T0=T/4+ L0* (QT-T*C/H0)/(2S1)；
In formula, T is pull out force on the basis of described column foot plate, and L0 is the distance between described angle steel and described base plate, QT
For pulling out horizontal force on described column foot plate, S1 is the described foundation bolt horizontal range to described base plate center, if actual
The described foundation bolt measured to the value of the horizontal range at described base plate center be 0 time, then S1 is taken by adjustment demand and is not
The value of 0.
Preferably, described step 2 includes:
The 2-1. described screw of calculating and the maximum distance E1 of described angle steel:
E1=S1+R-0.5t1；
The 2-2. described screw of calculating and the maximum distance E2 of described boots plate:
E2=S1+R-R1；
In formula, R is the distance between center of gravity and the centre of form of described angle steel；R1 is the back gauge of described boots plate；S1 is institute
State the foundation bolt horizontal range to described base plate center；T1 is the thickness of described boots plate.
Preferably, described step 3 includes:
3-1. according to the maximum distance E1 of the maximum pull T0 of single described foundation bolt and described screw with described angle steel,
Calculate the described tension base plate moment M 1 to described angle steel wall:
M1=E1*T0/2/ [E1+Min (S2, E1)]；
3-2. according to the maximum distance E2 of the maximum pull T0 of single described foundation bolt and described screw with described boots plate,
Calculate its moment M 2 to described boots plate:
M2=E2*T0/2/ [E2+Min (S2, E2)]；
3-3. according to the maximum pull T0 of single described foundation bolt, unit of account length moment M m:
Mm=T0/4；
In formula, S2 is the center distance to bottom edge of foundation bolt, then S2 take by adjustment demand be not 0 value.
Preferably, before described step 4, including: calculate uniform counter-force q of described base plate:
Q=100N/B2；
In formula, N is the basic downforce of described column foot plate, and B is the width of described base plate.
Preferably, described step 4 includes:
4-1. according to described tension base plate to the moment M 1 of described angle steel wall, it is long to moment M 2 and the unit of described boots plate
Degree moment M m, determines the verification thickness tt of described tension base plate:
Tt=10 [6Max (M1, M2, Mm)/Rg] 1/2/1.1；
4-2. determines the described verification moment M 3 by pressure shoes plate:
M3=0.002 (S1+S2-R)3q/3；
4-3., according to the maximum pull T0 of single described foundation bolt, determines the verification moment M 4 of described tension boots plate:
M4=2T0*0.1 (S1-R)；
In formula, S1 is the described foundation bolt horizontal range to described base plate center；S2 be the center of foundation bolt on earth
The distance of edges of boards edge；R is the distance between center of gravity and the centre of form of described angle steel；Rg is the intensity of described base plate.
Preferably, before described step 5, including:
A. unwelded free margins length a of described boots plate is calculated:
A=0.1 (S1+S2+R) 21/2；
B. by unit length moment M a of press described in calculating:
Ma=0.06q*a2；
C. calculate by press verification thickness ta:
Ta=10 (5Ma/Rg) 1/2；
In formula, S1 is the described foundation bolt horizontal range to described base plate center；S2 be the center of foundation bolt on earth
The distance of edges of boards edge；R is the distance between center of gravity and the centre of form of described angle steel；Q is the uniform counter-force of described base plate；Rg
Intensity for described base plate.
Preferably, described step 5 includes:
The 5-1. described screw of calculating and boots plate checking distance S1 ':
S1 '=0.5Bd+0.1D+1.0t1+R；
5-2. calculating screw and floor checking distance S2 ':
S2 '=0.5Bd+0.1D+1.5t2+S4；
If rib edges is 0 away from S4, then the value of S2 ' is the floor thickness t2 of 1.5 times, i.e. screw footpath D takes lower margin
1.25 times of the diameter of bolt, the wide Bd of described backing plate takes 2.5 times of foundation bolt diameter；T2 is floor thickness；
5-3. calculates boots plate deviant S5:
S5=(E2+S2) (Hmy-H0)/(Hmy+H0)；
5-4. calculating base plate verification thickness t:
T=Max (tt, ta)；
5-5. calculating boots plate verification height H1:
H1=10 [6Max (M3, M4)/(0.1t1Ra)] 1/2；
5-6. calculating basis root is opened and is increased check value e:
E=C*L0/H0+R0*H0/H-R；
In formula, Bd is the width of described backing plate；D is the aperture of described screw；R is center of gravity and the centre of form of described angle steel
Between distance；S2 is the center distance to bottom edge of foundation bolt；T1 is the thickness of described boots plate；R0 is
The described tension base plate moment of flexure to described angle steel wall；Tt is the verification thickness of described tension base plate；M3 is described by pressure shoes
The verification moment of flexure of plate；M4 is the verification moment of flexure of described tension boots plate；H is the vertical height of described angle steel, and C is described angle steel
Slope width；H0 is the slope slant height of described angle steel；Hmy is that the name of described angle steel is high；Ta is described by press verification thickness
Degree；A is the unwelded free margins length of described boots plate；L0 is the distance between described angle steel and described base plate；E2 is
Described screw and the maximum distance of described boots plate；S4 is the back gauge of described floor；Ra is boots plate intensity；
5-7. compares the actual parameter value of the value in above-mentioned steps and the described column foot plate of measurement, according to comparative result,
Debug described column foot plate.
From above-mentioned technical scheme it can be seen that the invention provides the adjustment method of the column foot plate of a kind of power transmission tower, pass through
Screw and the maximum distance of the maximum distance of angle steel, screw and boots plate；Calculate tension base plate to the moment of flexure of angle steel wall, it is right
The moment of flexure of boots plate and unit length moment of flexure；And determine screw and boots plate checking distance, screw and floor checking distance, boots plate
Deviant, base plate verification thickness, boots plate verification height and basis root open increase check value；Compare itself and the column foot plate measured
Actual parameter value, according to comparative result debug column foot plate.The adjustment method of the column foot plate of the power transmission tower that the present invention proposes has
The actual loading situation simulating component of effect, and the process of calculating is the most simple and clear with checking procedure, facilitates designer to enter
Electric power pylon column foot plate calculation and check, and according to result, column foot plate is debugged, to ensure the optimal allocation of column foot plate,
And then ensure that the normal of power transmission tower works, improve the debugging efficiency of the column foot plate to power transmission tower, improve power transmission tower work
The reliability and security made.
With immediate prior art ratio, the technical scheme that the present invention provides has a following excellent effect:
1, the technical scheme that the present invention provides, by the maximum distance of screw with the maximum distance of angle steel, screw and boots plate；
Calculate tension base plate to the moment of flexure of angle steel wall, it is to the moment of flexure of boots plate and unit length moment of flexure；And determine screw and boots plate school
Test distance, screw is opened with floor checking distance, boots plate deviant, base plate verification thickness, boots plate verification height and basis root
Increase check value.Effectively simulate the actual loading situation of component, and the process of calculating be the most simple and clear with checking procedure,
Designer is facilitated to enter electric power pylon column foot plate calculation and check；And according to result, column foot plate is debugged, to ensure column foot
The optimal allocation of plate, and then ensure that the normal work of power transmission tower, improve the debugging efficiency of the column foot plate to power transmission tower.
2, technical scheme provided by the present invention, by comparing the actual parameter value of value of calculation and the column foot plate of measurement, root
Column foot plate is debugged according to comparative result；According to result, column foot plate is debugged, to ensure the optimal allocation of column foot plate, and then
Ensure that the normal work of power transmission tower, improve the debugging efficiency of the column foot plate to power transmission tower, improve power transmission tower work
Reliability and security.
3, the technical scheme that the present invention provides, is widely used, has significant Social benefit and economic benefit.
Accompanying drawing explanation
Fig. 1 is the flow chart of the adjustment method of the column foot plate of a kind of power transmission tower of the present invention；
Fig. 2 is the front view of the column foot plate of power transmission tower；
Fig. 3 is the top view of the column foot plate of power transmission tower.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Ground describes, it is clear that described embodiment is only a part of embodiment of the present invention rather than whole embodiments.Base
In embodiments of the invention, those of ordinary skill in the art obtained under not making creative work premise all its
His embodiment, broadly falls into the scope of protection of the invention.
As shown in Figures 1 to 3, the present invention provides the adjustment method of the column foot plate of a kind of power transmission tower, and the main material of power transmission tower is angle
Steel, angle steel is welded on column foot plate；Column foot plate include being arranged on ground base plate and the fixing angle steel connecting stack pile and
The boots plate of 2 groups of same models of decussation；Four angles of base plate are respectively equipped with screw, and the base plate lower margin through screw
Bolt fixedly mounts on the ground；Square backing plate it is provided with between foundation bolt and screw；Often group boots plate all includes being arranged on together
One plane and be co-axially located at angle steel both sides by pressure shoes plate and tension boots plate；It is provided with perpendicular on pressurized boot last floor
Floor；Base plate include with the orthocenter line of angle steel for boundary by press and tension base plate；Welded by the base of pressure shoes plate
By on press, the base of tension boots plate is welded on tension base plate；
Adjustment method includes:
Step 1: determine that the slope slant height of angle steel and name are high, and calculate the maximum pull of individually foot bolt；
Step 2: calculate the maximum distance of screw and the maximum distance of angle steel, screw and boots plate；
Step 3: according to the maximum pull of individually foot bolt, the maximum distance of screw and angle steel and screw and boots plate
At a distance, calculate tension base plate to the moment of flexure of angle steel wall, it is to the moment of flexure of boots plate and unit length moment of flexure；
Step 4: determine the verification thickness of tension base plate, verified moment of flexure and the verification moment of flexure of tension boots plate by pressure shoes plate；
Step 5: calculate screw and boots plate checking distance, screw and floor checking distance, boots plate deviant, base plate verification
Thickness, boots plate verification height and basis root open increase check value；And compare itself and the actual parameter value of column foot plate measured,
According to comparative result, debug column foot plate.
Before step 1, including:
Measure the actual parameter value of column foot plate；Actual parameter value includes: screw and boots plate distance, screw and floor distance,
Distance between pull out force, angle steel and base plate on the basis of base plate thickness, boots plate height, column foot plate, column foot plate on pull out water
Flat power, foundation bolt are to the horizontal range at base plate center, the horizontal range of foundation bolt to base plate center, foundation bolt spiral shell
To the horizontal range at base plate center, the vertical height of angle steel, the slope width of angle steel.
Step 1 includes:
I-1. according to vertical height and the slope width of angle steel, slope slant height H0 of calculating angle steel:
H0=(H2+C2)1/2；
I-2. according to vertical height and the slope width of angle steel, the high Hmy of name of calculating angle steel:
Hmy=(H2+3C2)1/2；
In formula, H is the vertical height of angle steel, and C is the slope width of angle steel；
I-3. the maximum pull T0 of individually foot bolt is calculated:
T0=T/4+ L0* (QT-T*C/H0)/(2S1)；
In formula, T is pull out force on the basis of column foot plate, and L0 is the distance between angle steel and base plate, and QT is the upper of column foot plate
Pulling out horizontal force, S1 is the foundation bolt horizontal range to base plate center, if the actual foundation bolt measured is to base plate center
The value of horizontal range when being 0, then S1 take by adjustment demand be not 0 value.
Step 2 includes:
2-1. calculating screw and the maximum distance E1 of angle steel:
E1=S1+R-0.5t1；
2-2. calculating screw and the maximum distance E2 of boots plate:
E2=S1+R-R1；
In formula, R is the distance between center of gravity and the centre of form of angle steel；R1 is the back gauge of boots plate；S1 is that foundation bolt arrives
The horizontal range at base plate center；T1 is the thickness of boots plate.
Step 3 includes:
3-1., according to the maximum pull T0 of individually foot bolt and screw and the maximum distance E1 of angle steel, calculates and is undercuted
The plate moment M 1 to angle steel wall:
M1=E1*T0/2/ [E1+Min (S2, E1)]；
3-2., according to the maximum pull T0 of individually foot bolt and screw and the maximum distance E2 of boots plate, calculates it to boots plate
Moment M 2:
M2=E2*T0/2/ [E2+Min (S2, E2)]；
3-3. according to the maximum pull T0 of individually foot bolt, unit of account length moment M m:
Mm=T0/4；
In formula, S2 is the center distance to bottom edge of foundation bolt, then S2 take by adjustment demand be not 0 value.
Before step 4, including: uniform counter-force q of calculating base plate:
Q=100N/B2；
In formula, N is the basic downforce of column foot plate, and B is the width of base plate.
Step 4 includes:
4-1. according to tension base plate to the moment M 1 of angle steel wall, its to the moment M 2 of boots plate and unit length moment M m, really
Determine the verification thickness tt of tension base plate:
Tt=10 [6Max (M1, M2, Mm)/Rg] 1/2/1.1；
4-2. determines the verification moment M 3 by pressure shoes plate:
M3=0.002 (S1+S2-R)3q/3；
4-3., according to the maximum pull T0 of individually foot bolt, determines the verification moment M 4 of tension boots plate:
M4=2T0*0.1 (S1-R)；
In formula, S1 is the foundation bolt horizontal range to base plate center；S2 is that bottom edge is arrived at the center of foundation bolt
Distance；R is the distance between center of gravity and the centre of form of angle steel；Rg is the intensity of base plate.
Before step 5, including:
A. unwelded free margins length a of calculating boots plate:
A=0.1 (S1+S2+R) 21/2；
B. unit length moment M a by press is calculated:
Ma=0.06q*a2；
C. calculate by press verification thickness ta:
Ta=10 (5Ma/Rg) 1/2；
In formula, S1 is the foundation bolt horizontal range to base plate center；S2 is that bottom edge is arrived at the center of foundation bolt
Distance；R is the distance between center of gravity and the centre of form of angle steel；Q is the uniform counter-force of base plate；Rg is the intensity of base plate.
Step 5 includes:
5-1. calculating screw and boots plate checking distance S1 ':
S1 '=0.5Bd+0.1D+1.0t1+R；
5-2. calculating screw and floor checking distance S2 ':
S2 '=0.5Bd+0.1D+1.5t2+S4；
If rib edges is 0 away from S4, then the value of S2 ' is the floor thickness t2 of 1.5 times, i.e. screw footpath D takes lower margin
1.25 times of the diameter of bolt, the wide Bd of backing plate takes 2.5 times of foundation bolt diameter, and t2 is floor thickness；
5-3. calculates boots plate deviant S5:
S5=(E2+S2) (Hmy-H0)/(Hmy+H0)；
5-4. calculate base plate verification thickness t:
T=Max (tt, ta)；
5-5. calculating boots plate verification height H1:
H1=10 [6Max (M3, M4)/(0.1t1Ra)] 1/2；
5-6. calculating basis root is opened and is increased check value e:
E=C*L0/H0+R0*H0/H-R；
In formula, Bd is the width of backing plate；D is the aperture of screw；R is the distance between center of gravity and the centre of form of angle steel；S2
For the center of foundation bolt to the distance of bottom edge；T1 is the thickness of boots plate；R0 is curved to angle steel wall of tension base plate
Square；Tt is the verification thickness of tension base plate；M3 is the verification moment of flexure by pressure shoes plate；M4 is that the verification of tension boots plate is curved
Square；H is the vertical height of angle steel, and C is the slope width of angle steel；H0 is the slope slant height of angle steel；Hmy is that the name of angle steel is high；ta
For being verified thickness by press；A is the unwelded free margins length of boots plate；E2 is the maximum distance of screw and boots plate；
S4 is the back gauge of floor；Ra is boots plate intensity；
5-7. compares the actual parameter value of the value in above-mentioned steps and the column foot plate of measurement, according to comparative result, debugging
Column foot plate.
Above example is only in order to illustrate that technical scheme is not intended to limit, although with reference to above-described embodiment to this
Invention has been described in detail, and the detailed description of the invention of the present invention still can be entered by those of ordinary skill in the field
Row amendment or equivalent, and these are without departing from any amendment of spirit and scope of the invention or equivalent, it is equal
Within the claims of the present invention that application is awaited the reply.
Claims (9)
1. an adjustment method for the column foot plate of power transmission tower, the main material of described power transmission tower is angle steel, and described angle steel is welded on
On described column foot plate；Described column foot plate includes being arranged on ground base plate and the fixing described angle steel and ten connecting stack pile
The boots plate of 2 groups of same models that word intersects；Four angles of described base plate are respectively equipped with screw, and described base plate is with through described
The foundation bolt of screw fixedly mounts on the ground；Square backing plate it is provided with between described foundation bolt and described screw；Often group
Described boots plate all include being arranged on same plane and be co-axially located at described angle steel both sides by pressure shoes plate and tension boots plate；Institute
State and be provided with perpendicular floor on pressurized boot last floor；Described base plate includes with the orthocenter line of described angle steel for boundary
By press and tension base plate；The described base by pressure shoes plate is welded on described by press, the end of described tension boots plate
While be welded on described tension base plate；
It is characterized in that, described adjustment method includes:
Step 1: determine that the slope slant height of described angle steel and name are high, and calculate the maximum pull of single described foundation bolt；
Step 2: calculate the maximum distance of described screw and the maximum distance of described angle steel, described screw and described boots plate；
Step 3: according to the maximum pull of single described foundation bolt, described screw and the maximum distance of described angle steel and institute
State the maximum distance of screw and described boots plate, calculate described tension base plate to the moment of flexure of described angle steel wall, it is to described boots plate
Moment of flexure and unit length moment of flexure；
Step 4: the verification thickness that determines described tension base plate, the verification being verified moment of flexure and tension boots plate by pressure shoes plate are curved
Square；
Step 5: calculate described screw and boots plate checking distance, screw and floor checking distance, boots plate deviant, base plate
Verification thickness, boots plate verification height and basis root open increase check value；And compare the reality of itself and the described column foot plate measured
Parameter value, according to comparative result, debugs described column foot plate.
2. adjustment method as claimed in claim 1, it is characterised in that before described step 1, including:
Measure the actual parameter value of described column foot plate；Described actual parameter value includes: screw and boots plate distance, screw and rib
On the basis of plate distance, base plate thickness, boots plate height, described column foot plate between pull out force, described angle steel and described base plate
Distance, described column foot plate on pull out horizontal force, described foundation bolt to the horizontal range at described base plate center, described lower margin
Bolt is to the horizontal range at described base plate center, described foundation bolt spiral shell to the horizontal range at described base plate center, described angle
The slope width of the angle steel vertical high, described of steel.
3. adjustment method as claimed in claim 1 or 2, it is characterised in that described step 1 includes:
I-1. according to vertical height and the slope width of described angle steel, slope slant height H0 of described angle steel is calculated:
H0=(H2+C2)1/2；
I-2. according to vertical height and the slope width of described angle steel, the high Hmy of name of described angle steel is calculated:
Hmy=(H2+3C2)1/2；
In formula, H is the vertical height of described angle steel, and C is the slope width of described angle steel；
I-3. the maximum pull T0 of single described foundation bolt is calculated:
T0=T/4+ L0* (QT-T*C/H0)/(2S1)；
In formula, T is pull out force on the basis of described column foot plate, and L0 is the distance between described angle steel and described base plate, QT
For pulling out horizontal force on described column foot plate, S1 is the described foundation bolt horizontal range to described base plate center, if actual
The described foundation bolt measured to the value of the horizontal range at described base plate center be 0 time, then S1 is taken by adjustment demand and is not
The value of 0.
4. adjustment method as claimed in claim 3, it is characterised in that described step 2 includes:
The 2-1. described screw of calculating and the maximum distance E1 of described angle steel:
E1=S1+R-0.5t1；
The 2-2. described screw of calculating and the maximum distance E2 of described boots plate:
E2=S1+R-R1；
In formula, R is the distance between center of gravity and the centre of form of described angle steel；R1 is the back gauge of described boots plate；S1 is institute
State the foundation bolt horizontal range to described base plate center；T1 is the thickness of described boots plate.
5. adjustment method as claimed in claim 4, it is characterised in that described step 3 includes:
3-1. according to the maximum distance E1 of the maximum pull T0 of single described foundation bolt and described screw with described angle steel,
Calculate the described tension base plate moment M 1 to described angle steel wall:
M1=E1*T0/2/ [E1+Min (S2, E1)]；
3-2. according to the maximum distance E2 of the maximum pull T0 of single described foundation bolt and described screw with described boots plate,
Calculate its moment M 2 to described boots plate:
M2=E2*T0/2/ [E2+Min (S2, E2)]；
3-3. according to the maximum pull T0 of single described foundation bolt, unit of account length moment M m:
Mm=T0/4；
In formula, S2 is the center distance to bottom edge of foundation bolt, then S2 take by adjustment demand be not 0 value.
6. adjustment method as claimed in claim 5, it is characterised in that before described step 4, including: calculate institute
State uniform counter-force q of base plate:
Q=100N/B2；
In formula, N is the basic downforce of described column foot plate, and B is the width of described base plate.
7. adjustment method as claimed in claim 6, it is characterised in that described step 4 includes:
4-1. according to described tension base plate to the moment M 1 of described angle steel wall, it is long to moment M 2 and the unit of described boots plate
Degree moment M m, determines the verification thickness tt of described tension base plate:
Tt=10 [6Max (M1, M2, Mm)/Rg] 1/2/1.1；
4-2. determines the described verification moment M 3 by pressure shoes plate:
M3=0.002 (S1+S2-R)3q/3；
4-3., according to the maximum pull T0 of single described foundation bolt, determines the verification moment M 4 of described tension boots plate:
M4=2T0*0.1 (S1-R)；
In formula, S1 is the described foundation bolt horizontal range to described base plate center；S2 be the center of foundation bolt on earth
The distance of edges of boards edge；R is the distance between center of gravity and the centre of form of described angle steel；Rg is the intensity of described base plate.
8. adjustment method as claimed in claim 7, it is characterised in that before described step 5, including:
A. unwelded free margins length a of described boots plate is calculated:
A=0.1 (S1+S2+R) 21/2；
B. by unit length moment M a of press described in calculating:
Ma=0.06q*a2；
C. calculate by press verification thickness ta:
Ta=10 (5Ma/Rg) 1/2；
In formula, S1 is the described foundation bolt horizontal range to described base plate center；S2 be the center of foundation bolt on earth
The distance of edges of boards edge；R is the distance between center of gravity and the centre of form of described angle steel；Q is the uniform counter-force of described base plate；Rg
Intensity for described base plate.
9. adjustment method as claimed in claim 8, it is characterised in that described step 5 includes:
The 5-1. described screw of calculating and boots plate checking distance S1 ':
S1 '=0.5Bd+0.1D+1.0t1+R；
5-2. calculate screw and floor checking distance S2 ':
S2 '=0.5Bd+0.1D+1.5t2+S4；
If rib edges is 0 away from S4, then the value of S2 ' is the floor thickness t2 of 1.5 times, i.e. screw footpath D takes lower margin
1.25 times of the diameter of bolt, the wide Bd of described backing plate takes 2.5 times of foundation bolt diameter；T2 is floor thickness；
5-3. calculates boots plate deviant S5:
S5=(E2+S2) (Hmy-H0)/(Hmy+H0)；
5-4. calculating base plate verification thickness t:
T=Max (tt, ta)；
5-5. calculating boots plate verification height H1:
H1=10 [6Max (M3, M4)/(0.1t1Ra)] 1/2；
5-6. calculating basis root is opened and is increased check value e:
E=C*L0/H0+R0*H0/H-R；
In formula, Bd is the width of described backing plate；D is the aperture of described screw；R is center of gravity and the centre of form of described angle steel
Between distance；S2 is the center distance to bottom edge of foundation bolt；T1 is the thickness of described boots plate；R0 is
The described tension base plate moment of flexure to described angle steel wall；Tt is the verification thickness of described tension base plate；M3 is described by pressure shoes
The verification moment of flexure of plate；M4 is the verification moment of flexure of described tension boots plate；H is the vertical height of described angle steel, and C is described angle steel
Slope width；H0 is the slope slant height of described angle steel；Hmy is that the name of described angle steel is high；Ta is described by press verification thickness
Degree；A is the unwelded free margins length of described boots plate；L0 is the distance between described angle steel and described base plate；E2 is
Described screw and the maximum distance of described boots plate；S4 is the back gauge of described floor；Ra is boots plate intensity；
5-7. compares the actual parameter value of the value in above-mentioned steps and the described column foot plate of measurement, according to comparative result,
Debug described column foot plate.
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| CN107063530A (en) * | 2017-04-10 | 2017-08-18 | 华北电力大学（保定） | The measuring method of electric power pylon main material angle steel parasitic moment |
| CN109869034A (en) * | 2019-01-31 | 2019-06-11 | 南方电网科学研究院有限责任公司 | A kind of vibration absorber for power transmission tower |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
| CN113761452A (en) * | 2021-07-30 | 2021-12-07 | 山东电力工程咨询院有限公司 | Method and system for determining bending moment of guyed disk for power transmission tower |
| CN114547758A (en) * | 2022-03-18 | 2022-05-27 | 湖北省工业建筑集团有限公司 | Calculation method for exposed steel column hinged column base |
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| CN107063530A (en) * | 2017-04-10 | 2017-08-18 | 华北电力大学（保定） | The measuring method of electric power pylon main material angle steel parasitic moment |
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| CN113761452B (en) * | 2021-07-30 | 2024-04-12 | 山东电力工程咨询院有限公司 | Method and system for determining bending moment of wire drawing disc for power transmission tower |
| CN114547758A (en) * | 2022-03-18 | 2022-05-27 | 湖北省工业建筑集团有限公司 | Calculation method for exposed steel column hinged column base |
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