CN113279702A - Design method of shaft expanding, excavating and drilling derrick - Google Patents

Design method of shaft expanding, excavating and drilling derrick Download PDF

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CN113279702A
CN113279702A CN202110618928.6A CN202110618928A CN113279702A CN 113279702 A CN113279702 A CN 113279702A CN 202110618928 A CN202110618928 A CN 202110618928A CN 113279702 A CN113279702 A CN 113279702A
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CN113279702B (en
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许峰
胡传安
刘志强
秦政
程守业
董之村
周武
李功子
于见水
李俊峰
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Sinohydro Bureau 14 Co Ltd
Beijing China Coal Mine Engineering Co ltd
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Beijing China Coal Mine Engineering Co ltd
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B15/00—Supports for the drilling machine, e.g. derricks or masts
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B15/00—Supports for the drilling machine, e.g. derricks or masts
    • E21B15/006—Means for anchoring the drilling machine to the ground
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D7/00—Shaft equipment, e.g. timbering within the shaft
    • G—PHYSICS
    • G06—COMPUTING OR CALCULATING; COUNTING
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    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

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Abstract

The invention discloses a design method of a shaft expanded excavation and drilling derrick, (1) the structural design of the shaft expanded excavation and drilling derrick; (2) selecting structural materials of a vertical shaft expanding, excavating and drilling derrick; (3) and verifying the load and strength of the vertical shaft enlarging, excavating and drilling derrick. The application has the advantages that the bearing main beam is designed into a single integral high-strength steel, and the integral hoisting and translation work of the derrick can be completely completed through calculation. The utility model provides a shaft expands digs well drilling derrick because of need not go out the waste rock and turn over waste rock operating system, suspends in midair and arranges simply, and both this type of shaft construction derrick need not carry out the regional cover of pit shaft full section, only need suspend equipment in midair in the well and arrange, and the base span and the head sheave platform coverage of design derrick further reduce the area and the occupation space of novel derrick. The novel derrick can be suitable for unilateral lifting to suspend in midair and arrange, and the bearing diagonal adopts single whole high strength shaped steel, and the atress is even, and the effort is even with the release of reaction force, can not influence the stress state of novel derrick.

Description

Design method of shaft expanding, excavating and drilling derrick
Technical Field
The invention relates to the technical field of design of a mine derrick. In particular to a design method of a shaft well enlarging, digging and drilling derrick.
Background
The derrick is used for placing crown block, hanging traveling block, hook, hanging ring and elevator, and taking off and storing drilling rod, oil pipe and sucker rod.
In the prior art, the headframes are all permanent tubular headframes in a coal mine, the permanent headframes are connected by short steel pipe flange bolts, the installation precision is high, but the integral translation operation cannot be realized. If forced to do parallel work, the tubular derrick twists and cannot be reused even if moved.
Therefore, the existing permanent tubular derrick is completely not suitable for being used in the shaft expanding, excavating and drilling process, and the shaft expanding, excavating and drilling derrick needs to be moved after shaft construction is completed, so that the requirement is light in weight, does not deform in the moving process, and can be used again.
Disclosure of Invention
Therefore, the technical problem to be solved by the invention is to provide a design method of a vertical shaft enlarging, excavating and drilling derrick, which is light in weight, easy to move and difficult to deform through reasonable design.
In order to solve the technical problems, the invention provides the following technical scheme:
a design method of a vertical shaft expanding, excavating and drilling derrick comprises the following steps:
(1) the structural design of a shaft well expanding, excavating and drilling derrick;
(2) selecting structural materials of a vertical shaft expanding, excavating and drilling derrick;
(3) and verifying the load and strength of the vertical shaft enlarging, excavating and drilling derrick.
The design method of the shaft enlarging, excavating and drilling derrick comprises the steps that in the step (1), the shaft enlarging, excavating and drilling derrick aiming at a shaft with a lower horizontal gangue discharge type shaft comprises a head sheave frame platform, a vertical upright post, an inclined strut group and an anti-skid steel plate; the top ends of the four vertical stand columns are fixedly connected with four end points of the rectangular head sheave frame platform; the lower end of the vertical upright post is fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; the inclined strut group is of a trapezoidal structure with a narrow upper part and a wide lower part, and the upper end of the inclined strut group is propped against and fixedly connected to the top end of the vertical upright post; the lower end of the inclined strut group is fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; the inclined strut group forms an included angle of 60 degrees with the ground; the upper surface of the head sheave frame platform is an anti-skid steel plate, and the four vertical stand columns are fixedly connected through vertical stand column connecting rods.
According to the design method of the shaft expanding, excavating and drilling derrick, the head sheave frame platform comprises a bearing main beam, two bearing side beams, two longitudinal beams, two cross beams, two first connecting beams and four second connecting beams;
the two longitudinal beams are opposite, the two cross beams are opposite, and the longitudinal beams are fixedly connected with the cross beams end to end; two ends of the main bearing beam are respectively fixedly connected with the middle points of the two cross beams; the bearing side beams are respectively positioned between the bearing main beams and the longitudinal beams, and two ends of each bearing side beam are fixedly connected with the two cross beams; the first connecting beam is positioned between the main bearing beam and the side bearing beam, and two ends of the first connecting beam are respectively fixedly connected with the main bearing beam and the side bearing beam; the second coupling beam is positioned between the longitudinal beam and the bearing side beam, and two ends of the second coupling beam are respectively fixedly connected with the longitudinal beam and the bearing side beam.
According to the design method of the shaft expanding, excavating and drilling derrick, the inclined strut group comprises two main strut rods, a transverse connecting rod, a longitudinal connecting rod, an upper inclined strut rod, an upper inclined upright rod, a lower inclined strut rod and a lower inclined strut rod; the upper ends of the two main support rods are propped against the two ends of one transverse cross beam and are respectively fixedly connected with the top ends of the vertical stand columns; the lower ends of the two main support rods are fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; two ends of the transverse connecting rod are respectively fixedly connected with the middle points of the two main supporting rods; the upper end of the upper diagonal draw bar is fixedly connected with the top end of the main stay bar; two ends of the upper inclined upright rod are respectively fixedly connected with the middle point of the transverse span beam and the middle point of the transverse connecting rod; the lower end of the upper diagonal draw bar is fixedly connected with the midpoint of the transverse connecting rod, and the upper end of the upper diagonal draw bar is fixedly connected with the top end of the main stay bar; the upper end of the lower diagonal brace rod is fixedly connected with the middle point of the transverse connecting rod, and the lower end of the lower diagonal brace rod is fixedly connected with the bottom end of the main brace rod; the upper end of the lower diagonal draw bar is fixedly connected with the middle point of the main stay bar, and the lower end of the lower diagonal draw bar is fixedly connected with the middle point of the lower diagonal stay bar; one end of the longitudinal connecting rod is fixedly connected with one end of the vertical upright, and the other end of the longitudinal connecting rod is fixedly connected with the main supporting rod and the transverse connecting rod.
In the design method of the vertical shaft expanding, excavating and drilling derrick, in the step (2), the head sheave frame platform, the vertical upright post and the inclined strut group are made of HW-400 x 400 section steel.
In the design method of the shaft expanding, excavating and well drilling derrick, in the step (3), bearing checking calculation is carried out on a bearing main beam and a bearing side beam of the head sheave frame platform, bearing checking calculation is carried out on a vertical upright post and a main supporting rod, and checking calculation is carried out on a shaft expanding, excavating and well drilling derrick foundation.
The design method of the shaft expanding excavation and drilling derrick comprises the following steps of:
and (3) static calculation of the load-bearing main beam:
single span beam form: two ends of the beam are fixed;
calculating basic parameters of the model: length L is 5.4m, a is 0.9 m; a is the distance between the end points A and B of the main bearing beam and the stress points C and D respectively;
concentration force: the standard value Pk + Pq is 10+160 + 170KN, wherein the dead load is calculated according to 10KN for the dead weight of a single shaft, a shaft frame and a head frame of the vertical shaft, the enlarged excavation and drilling well, and the live load is calculated according to 160KN for the weight of a lifting cage and personnel equipment; wherein: pk is a standard value of the concentration force; pg is constant load, Pc is live load;
the design value Pd of the concentration force is Pg × γ G + Pq × γ Q is 10 × 1.2+160 × 1.4 is 236 KN; wherein: gamma G is a constant load application calculation safety coefficient and a gamma Q live load application calculation safety coefficient;
load-bearing main beam load-bearing section:
section type: h-shaped steel: 400 × 400 × 13 × 21;
cross-sectional characteristics: the inertial distance Ix of the cross section to the x axis is 65361.58cm4(ii) a Cross-sectional x-axis proof moment Wx of 3268.07cm3(ii) a Static distance Sx of the core to the x axis is 1800.06cm3(ii) a The section static load G is 168.41 kg/m; the thickness tf of the flange is 21 mm; the thickness tw of the web is 13 mm;
bearing girder material: q235, x-axis plastic development coefficient γ x: 1.05; deflection control [ v ] of load-bearing main beam: l/250;
calculating the internal force of the bearing girder, wherein two end points of the bearing girder are respectively a point A and a point B:
the pedestal reaction force RA is 236KN, the pedestal reaction force RB is 236KN, and the maximum bending moment Mmax is Pd × a × a/L is 35.4 KN.M;
checking and calculating the strength and rigidity of the load-bearing main beam:
bending normal stress: sigma max (Mmax/(gamma x Wx) 10.32N/mm2；
Shear stress at A is RA multiplied by Sx/(Ix multiplied by tw) is 50N/mm2
Shear stress at B τ B of RB × Sx/(Ix × tw) of 50N/mm2
Maximum deflection fmax is Pk × a × a × L/24 × (3-4 × a/L) × 1/(E × I) 0.54 mm; e represents the modulus of elasticity in section in n/mm2(ii) a I represents the section inertia distance in mm4；
The relative deflection v is fmax/L is 1/10057.5;
bending normal stress sigma max is 10.32N/mm2<Bending resistance design value f 205N/mm2(ii) a The requirements are met;
maximum shearing stress tau max of 50N/mm2<Design value for shear resistance fv 125N/mm2(ii) a The requirements are met;
the mid-span deflection relative value v is L/10057.5< deflection control value [ v ]: L/250; the requirements are met;
the relative values of the bending normal stress, the maximum shearing stress and the mid-span deflection of the bearing main beam all meet the requirements, and the verification is passed.
The design method of the shaft expanding, excavating and drilling derrick comprises the following steps of:
static force calculation of load-bearing edge beam
Single span beam form: two ends of the beam are fixed;
calculating basic parameters of the model: length L is 5.4m, c is 1.35 m; c is the distance between adjacent concentrated forces; the bearing side beam is averagely divided into 5 sections, and the distance of each section is c;
concentration force: the standard value Pk + Pq is 10+23 is 33KN, wherein the dead load is calculated by 10KN for a vertical shaft expanding excavation well drilling derrick and a single head sheave carrier, and the live load is the pressure of a support at two ends of a middle span and is calculated by 23 KN; wherein Pk is a standard value of the concentration force; pg is constant load, Pc is live load;
the design value Pd ═ Pg × γ G + Pq × γ Q ═ 10 × 1.2+23 × 1.4 ═ 44.2 KN; wherein: gamma G is a constant load application calculation safety coefficient and a gamma Q live load application calculation safety coefficient;
load-bearing section of the load-bearing side beam:
section type: h-shaped steel: 400 × 400 × 13 × 21;
cross-sectional characteristics:the inertial distance Ix of the cross section to the x axis is 65361.58cm4The resistance Wx of the cross section to the x-axis is 3268.07cm3Static distance Sx of the core to the x-axis is 1800.06cm3(ii) a The section static load G is 168.41 kg/m; the flange thickness tf is 21mm, and the web thickness tw is 13 mm;
bearing boundary beam material: q235, x-axis plastic development coefficient γ x: 1.05, beam deflection control [ v ]: l/250;
the internal force of bearing boundary beam is calculated, and two endpoints of bearing boundary beam are A point and B point respectively:
the pedestal reaction force RA ═ N-1)/2 × Pd ═ 66.3KN, and the pedestal reaction force RB ═ RA ═ 66.3 KN; the maximum bending moment Mmax is (N × N +2)/(24 × N) × Pd × L is 44.75kn.m, wherein the moment ratio N is L \ c;
checking and calculating the strength and rigidity of the bearing side beam:
bending positive stress sigma max (Mmax/(gamma x Wx) 13.04N/mm2；
Shear stress at B τ B ═ RB × Sx/(Ix × tw) ═ 14.05N/mm2；
The maximum deflection fmax is N multiplied by Pk multiplied by L multiplied by 3/384 multiplied by 1/(E multiplied by I) is 4mm, wherein N is L \ c;
the relative deflection v is fmax/L is 1/13432.6;
bending normal stress sigma max is 13.04N/mm2<Bending resistance design value f 205N/mm2(ii) a The requirements are met;
maximum shearing stress tau max of the support is 14.05N/mm2<Design value for shear resistance fv 125N/mm2(ii) a The requirements are met;
the mid-span deflection relative value v is L/13432.6< deflection control value [ v ]: L/250; the requirements are met;
the relative values of the bending normal stress, the maximum shearing stress and the mid-span deflection of the bearing side beam all meet the requirements, and the verification is passed.
The design method of the vertical shaft expanding, excavating and drilling derrick comprises the following steps of:
material characteristics of the member:
material name: q235, the maximum thickness of the cross section of the component is 21.00mm, the design strength is 205.00N/mm2, the yield strength is 235.00N/mm2, the cross section property is that the cross section name is biaxial symmetric welding I-steel, b is 400mm, the width [3d is less than or equal to b is less than or equal to 40t ] of a flange plate is 400mm, the thickness of a web plate [ (h-2t)/40 is less than or equal to d is less than or equal to b/3]:13mm, the thickness [ b/40 is less than or equal to t ]:21mm, the cross section height [4t is less than or equal to h (40d +2t) ]:400mm, the type of the patch: height of the member: 9.710m, permissible strength safety factor: 1.00, allowable stability safety factor: 1.00;
load information:
the dead load component coefficient is 1.20, the live load component coefficient is 1.40, the live load adjustment coefficient is 1.00, the dead weight is considered, the axial dead load standard value is 12.500kN, the dead weight is mainly the dead weight of a head sheave frame, the dead weight is calculated according to 50KN, the force converted to each vertical upright post is 50/4 to 12.5KN, the axial live load standard value is 65.000kN, the eccentricity Ex is 171.0cm, and the eccentricity Ey is 0.0 cm;
end constraint information:
the top constraint type in the X-Z plane is fixed,
the bottom constraint type in the X-Z plane is fixed,
the length coefficient calculated in the X-Z plane is 0.65,
the top constraint type in the Y-Z plane is fixed,
the bottom constraint type in the Y-Z plane is fixed,
calculating the length coefficient of 0.65 in the Y-Z plane;
cross-sectional geometry:
tensile strength of 205.00N/mm2Compressive strength of 205.00N/mm2Bending strength of 205.00N/mm2Shear strength of 120.00N/mm2Yield strength of 235.00N/mm2Density of 785.00kg/m3；
And (3) stable information:
bending around an X axis, wherein the slenderness ratio lambda X is 36.16, and the whole stability coefficient of the axis under pressure is as follows:
Figure BDA0003098922070000062
the overall stability factor of the uniformly bent flexural member is:
Figure BDA0003098922070000063
minimum stability factor of safety 1.38, maximum stability factor of safety 1.38, minimum stability safetyThe distance from the section corresponding to the coefficient to the top end of the member is 9.710m, the distance from the section corresponding to the maximum stability safety coefficient to the top end of the member is 0.000m, and the stable stress at the worst position around the X axis is according to the formula of steel structure specification (5.2.5-1):
Figure BDA0003098922070000061
Figure BDA0003098922070000071
Figure BDA0003098922070000072
the requirements are met;
wherein: n is a standard value of the axial force borne by the component;
Figure BDA0003098922070000073
is the integral stability coefficient of the x axis under pressure; a-area of the cross-sectional net cross-section; beta is amx-a stable equivalent bending moment coefficient of the x-axis press-bent member; r isx-coefficient of plastic development on the x-axis; wx-the cross-sectional resistance distance of the larger pressed fibres in the plane of action of the bending moment in the x-axis; beta is amx-a stable equivalent bending moment coefficient of the x-axis press-bent member; mx-maximum bending moment in the range of the component section calculated on the x-axis; n'Ex-euler critical force, for section x axis; eta is the strength reduction coefficient of the axial stressed reinforcing member; beta is aty-y-axis equivalent bending moment coefficient; my-the maximum bending moment of the x-axis within the range of the calculated component section of the y-axis;
Figure BDA0003098922070000074
-the overall stability factor of the bent member for uniform bending in the y-axis; wy-the y-axis of the cross-sectional y-axis is resisted by the cross-sectional distance of the larger pressed fiber in the y-axis bending moment action plane;
bending around the Y axis:
λ Y is 61.76, the integral stability coefficient of the axle center pressed is phi Y is 0.697, the integral stability coefficient of the uniformly bent flexural member is phi bx is 0.983, the minimum stability safety coefficient is 1.62, the maximum stability safety coefficient is 1.62, the distance from the section corresponding to the minimum stability safety coefficient to the top end of the member is 9.710m, the distance from the section corresponding to the maximum stability safety coefficient to the top end of the member is 0.000m, and the most unfavorable position stable stress around the Y axis is according to the formula of steel structure specification (5.2.5-2)
Figure BDA0003098922070000075
Figure BDA0003098922070000076
The requirements are met;
wherein: n is the standard value of the axial force born by the component,
Figure BDA0003098922070000077
the y axis compression integral stability coefficient; a-area of the cross-sectional net cross-section; a-area of the cross-sectional net cross-section; beta is atx-x-axis equivalent bending moment coefficient; mx-maximum bending moment in the range of the component section calculated on the x-axis;
Figure BDA0003098922070000078
-an overall stiffness factor of the flexural member for uniform bending in the x-axis; wx-the cross-sectional resistance distance of the larger pressed fibres in the plane of action of the bending moment in the x-axis; beta is amy-the stable equivalent bending moment coefficient of the y-axis press-bending member; my-maximum bending moment in the range of the component section calculated on the y-axis; r isy-coefficient of plastic development on the y-axis; wy-the cross-sectional resistance distance of the larger pressed fiber in the y-axis bending moment action plane; my-maximum bending moment of the x-axis within the calculated component section; n'EyEuler critical force, for section y-axis;
intensity information:
the maximum strength safety coefficient is 1.65, the minimum strength safety coefficient is 1.65, the distance from the section corresponding to the maximum strength safety coefficient to the top end of the member is 0.000m, the distance from the section corresponding to the minimum strength safety coefficient to the top end of the member is 9.710m, the calculated load is 95.96kN, and the stress state is that the member is singly bent around the Y axis;
the strength stress of the worst position is according to the formula of Steel Structure Specification (5.2.1)
Figure BDA0003098922070000081
Figure BDA0003098922070000082
The requirements are met;
wherein A isn-calculating a cross-sectional net cross-sectional area; n is the standard value of the axial force born by the component; my-maximum bending moment of the x-axis within the calculated component section; r isy-coefficient of plastic development on the y-axis; wny-net section resistance to the y-axis.
The design method of the vertical shaft expanding excavation drilling derrick comprises the following steps of:
newly increase round well platform C30 concrete at the well head, concrete edge distance well head 3m, pre-buried steel sheet expands in concrete slab and digs the chisel well derrick with the shaft in advance and be connected, and concrete foundation thickness is 0.8m, two-way arrangement of reinforcement:
calculating the punched bearing capacity: the calculation is based on no steel bar, and according to the design specification of hydraulic concrete structure, the calculation of the punched bearing capacity is as follows:
Figure BDA0003098922070000083
Figure BDA0003098922070000084
Fl: the design value of the local load or the design value of the concentrated counter force is obtained by subtracting the design value of the load borne by the inner plate of the punching damage cone from the interlayer difference of the design values of the axial pressure borne by the column for the nodes of the column structure;
γd: structural coefficient of the reinforced concrete structure;
ft: the design value of the axial tensile strength of the concrete,
h0: the effective height of the plate is obtained by taking the average value of the effective heights of the interfaces in the two reinforcement directions;
um: perimeter of critical cross-section, distance h from local load or area of concentrated reaction0The worst perimeter of the vertical section of the plate at position/2;
eta; influence coefficients of local loads or concentrated reaction force action area shapes;
βh: cross-sectional height coefficient of influence;
βs: ratio of the size of the long side to the short side when the local load or concentrated reaction force acting surface is rectangular, betasNot more than 4; when beta issWhen less than 2, take beta s2; when the action surface is circular, take betas＝2；
In which the area of the plate is pre-embedded in the area under pressure, i.e. 500X 500mm, the design value F of a single pointlThe dead weight of a shaft derrick is added with load, wherein (40+26)/4 is 16.5t is 165KN, gammadTake 1.2, ftTaking 1.43N/mm2, h0＝0.8m，umIs 5.2m, betasTake 2, eta ═ 1, betahF can be calculated as 1l165KN is less than or equal to 0.7 multiplied by 1.43 multiplied by 5200 multiplied by 800/1.2 is 3470KN, which meets the requirement;
calculating the bearing capacity of the foundation:
the bearing capacity of the foundation is considered according to the action of the axle center load, and the calculation formula is p according to the design specification of the foundation of the building foundation GB50007-2011 item 5.2.1k＜faThe requirements can be met;
pk: the evaluation pressure value kPa at the base bottom surface corresponding to the combination of the standards of action;
fa: the bearing capacity characteristic value (kPa) of the foundation, according to a blueprint, the bearing capacity of the foundation after the project is backfilled is not less than 150 KPa;
according to the design code of foundation of building foundation GB50007-2011 item 5.2.1, the calculation formula of the pressure of the foundation bottom surface is as follows:
Figure BDA0003098922070000091
pk: the average pressure value kPa at the base floor corresponding to the combination of the standards of action;
Fk: corresponding to the combination of the acting standards, a vertical force value (KN) transmitted by the superstructure to the top surface of the foundation is used for loading the self weight of the shaft of the vertical shaft expanding, excavating and drilling well, and 1.4 multiplied by (40+26) is 92.4t 924 KN;
Gk: the self weight of the foundation and the soil weight KN on the foundation, the reinforced concrete is taken to be 2.5t/m3，Gk＝1.2×122.52×0.8×2.5＝294.048t＝2940.5KN；
A: area of foundation bottom surface m2. Area of 122.52m2；
Figure BDA0003098922070000092
Meets the requirements.
The technical scheme of the invention achieves the following beneficial technical effects:
1. the application has the advantages that the bearing main beam is designed into a single integral high-strength steel, and the integral hoisting and translation work of the derrick can be completely completed through calculation.
Because this application is that the operation type pit shaft construction of lower level play waste rock need not turn over the waste rock platform, the tubular derrick among the prior art has unnecessary installation space in this type pit shaft construction, increases daily maintenance inspection maintenance work.
In the construction process of the shaft gangue sliding well equipment, the tubular derrick cannot be installed and constructed in an auxiliary way. The tubular derrick is connected by short steel pipe flange bolts, has high installation precision and can not be integrally translated for operation. The newly designed shaft expanding, excavating and sinking headframe can exist together with the gangue sliding well construction equipment, and assists in construction, hoisting, maintenance and other operations. In the process of removing the gangue sliding well equipment, the novel derrick can be selectively translated to an idle area.
2. And reasonably arranging a shaft suspension plane area according to the designed shaft diameter and the shaft pass diameter.
The tubular derrick is selected according to the designed diameter of the shaft, and is arranged in a shaft full-section area covering mode, so that the requirement for plane arrangement of a lifting suspension system is met conveniently.
The utility model provides a shaft expands digs well drilling derrick because of need not go out the waste rock and turn over waste rock operating system, suspends in midair and arranges simply, and both this type of shaft construction derrick need not carry out the regional cover of pit shaft full section, only need suspend equipment in midair in the well and arrange, and the base span and the head sheave platform coverage of design derrick further reduce the area and the occupation space of novel derrick.
3. The horizontal play waste rock operation type pit shaft brush expands greatly and digs the construction down, and novel derrick can be suitable for unilateral promotion and suspends in midair and arrange, and the bearing diagonal adopts single whole high strength shaped steel, and the atress is even, and the release of effort and reaction force is even, can not influence the stress state of novel derrick.
The design concept of the tubular derrick is to meet the requirement of uniform stress on two sides, and avoid derrick deformation caused by uneven stress, namely the tubular derrick is not suitable for shaft construction with a single-side lifting suspension system. The novel derrick is designed in an integral profile steel type idea, inclined supports are arranged on stress sides, stress distribution is relieved in releasing, and the novel derrick is suitable for single-side arrangement of a lifting suspension system.
Drawings
FIG. 1 is a schematic structural diagram of a shaft-expanding, excavating and drilling derrick of the invention;
FIG. 2 is a schematic structural diagram of a head sheave carrier platform of the shaft expanding, excavating and drilling derrick of the invention;
FIG. 3 is a schematic structural diagram of a diagonal bracing group of the shaft expanding, excavating and drilling derrick of the invention;
FIG. 4 is a force diagram of the main bearing beam of the head block platform of the shaft enlarging and excavating drilling derrick of the present invention; m is bending moment, V is shearing force, P is stress, and C and D are stress points respectively;
FIG. 5 is a force diagram of the bearing boundary beam of the head block platform of the shaft expanding and excavating drilling derrick of the invention; (ii) a M is bending moment, V is shearing force, P is stress, and there are (n-1) stress points;
FIG. 6 is an enlarged view of A in FIG. 1;
fig. 7 is an enlarged view of B in fig. 1.
The reference numbers in the figures denote: 1-vertical upright posts; 2-column spring washers; 3-column hexagon head bolt; 4-column hexagon nuts; 5-upright column longitudinal connecting rod; 6-main stay bar; 7-longitudinal connecting rod; 8-top beam spring washer; 9-top beam hexagon head bolt; 10-top beam hexagon nut; 11-a longitudinal beam; 12-a cross beam; 13-antiskid steel plate; 14-upper diagonal draw bar; 15-upward inclined vertical rod; 16-a transverse connecting rod; 17-lower diagonal brace; 18-lower diagonal tie rod; 19-a load-bearing main beam; 20-load bearing edge beam; 21-a first tie beam; 22-second linkage beam.
Detailed Description
The novel vertical shaft expanding excavation and drilling derrick is designed for meeting the construction operation of a vertical shaft brush large-lower horizontal gangue discharge type shaft. And an integral type steel frame is adopted for supporting. The stress is uniform and reasonable, and the plane and the three-dimensional space are saved.
First, construction background
The Li river four-stage hydropower station is positioned in a reservoir area of a Baihe beach hydropower station of the Jinshajiang river at the downstream, and a power station hub consists of a head hub building and a water diversion and power generation system building. After the white crane beach hydropower station stores water and generates electricity, the backwater of the reservoir submerges a tail water system, an underground plant and a part of diversion tunnels of the gift river four-stage power station, and the submerged diversion power generation system needs to be rebuilt before the white crane beach hydropower station stores water.
The ground outlet field is positioned on a large plateau gentle slope land on the east side of the underground factory building and is close to the existing provincial road S30. Top elevation of the outlet shaft is 1127.5m, bottom elevation is 845m, well depth is 282.5m, and shaft net diameter A type excavation is carried out
Figure BDA0003098922070000111
Height of 1127.5m to 1102.5m, mortar anchor phi 28, L6 m, rock entrance 5.8m @0.8m, rectangular arrangement, C30 concrete spraying thickness of 250mm, and net hanging
Figure BDA0003098922070000112
The keel phi 16@0.8m is 0.8m, the I16 steel arch frame @0.8m is formed, the height of a reinforced concrete locking opening is 25m, the lining thickness is 75cm, and the V-type surrounding rock is formed.
Elevation 1102.5m to 1075.5m, 1058.00m to 101.00m, a mortar anchor Φ 28, L6 m, 5.8m @1.2m into the rock, and the rectangular arrangement. Spraying C30 concrete with thickness of 250mm, and hanging net
Figure BDA0003098922070000113
The keel phi 16@1.2m by 1.2m, the I16 steel arch frame @1.2m and the IV 2 type surrounding rock are provided.
Height of slurry anchor phi 28 of No. 1075.5m to No. 1056.00m, L is 6m, rock entering is 5.8m @0.8m, the slurry anchor is arranged in a rectangle, C30 concrete is sprayed to the thickness of 250mm, and a net is hung
Figure BDA0003098922070000121
Keel phi 16@0.8m, I16 steel arch @0.8m, and V-type surrounding rock.
Height of mud anchor phi 25 of No. 1031.00m to No. 855.00m, L is 4.5m, rock entering is 4.4m @1.2m × 1.2m, the concrete is arranged in a rectangle, the concrete is sprayed with C30, the thickness of the concrete is 150mm, and the concrete is hung on a net
Figure BDA0003098922070000122
The keel phi 16@1.2m × 1.2m, IV 1 type is the main part of the III type surrounding rock.
The shaft is firstly finished with relevant equipment
Figure BDA0003098922070000123
Blasting and expanding excavation to the designed diameter
Figure BDA0003098922070000124
The derrick is used for vertical shaft construction engineering of the lower horizontal gangue discharge operation.
Structural design of shaft extending, excavating and drilling derrick based on existing permanent derrick
As shown in fig. 1, the shaft expanding, excavating and drilling derrick comprises a head block platform, a vertical upright 1 and an inclined strut group; the top ends of the four vertical upright posts 1 are fixedly connected with four end points of the rectangular head sheave frame platform; the lower end of the vertical upright column 1 is fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; the inclined strut group is of a trapezoidal structure with a narrow upper part and a wide lower part, and the upper end of the inclined strut group is propped against and fixedly connected to the top end of the vertical upright post 1; the lower end of the inclined strut group is fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; the inclined strut group forms an included angle of 60 degrees with the ground; the upper surface of the head sheave frame platform is an antiskid steel plate 13, and the four vertical upright columns 1 are fixedly connected through upright column longitudinal connecting rods 5.
The height of the vertical upright column 1 is 9.2m, which is smaller than that of the permanent tubular derrick; light in weight adopts single whole high strength shaped steel, is fit for the integral hoisting translation work of derrick, avoids tubular derrick to arouse overall structure's distortion when removing stress between the nozzle stub.
As shown in fig. 2, the head sheave frame platform includes a main bearing beam 19, two side bearing beams 20, two longitudinal beams 11, two cross beams 12, two first connecting beams 21 and four second connecting beams 22;
the two longitudinal beams 11 are opposite, the two cross beams 12 are opposite, and the longitudinal beams 11 and the cross beams 12 are fixedly connected end to end; the two ends of the main bearing beam 19 are fixedly connected with the middle points of the two cross beams 12; the bearing side beam 20 is positioned between the bearing main beam 19 and the longitudinal beam 11, and two ends of the bearing side beam 20 are fixedly connected with the two cross beams 12; the first connecting beam 21 is positioned between the main bearing beam 19 and the side bearing beam 20, and two ends of the first connecting beam 21 are respectively fixedly connected with the main bearing beam 19 and the side bearing beam 20; the second connecting beam 22 is located between the longitudinal beam 11 and the bearing side beam 20, and two ends of the second connecting beam 22 are respectively and fixedly connected with the longitudinal beam 11 and the bearing side beam 20.
The length of the main bearing beam and the side bearing beam is 5.3m, and the main bearing beam and the side bearing beam are single integral high-strength section steel.
The bearing girder is designed by a single integral high-strength section steel, and the integral hoisting and translation work of the derrick can be completely completed through calculation. The existing tubular derrick cannot be installed and constructed in an auxiliary way. The newly designed shaft expanding, excavating and sinking headframe can exist together with the gangue sliding well construction equipment, and assists in construction, hoisting, maintenance and other operations. In the process of removing the gangue sliding well equipment, the novel derrick can be selectively translated to an idle area.
As shown in fig. 3, the inclined strut group comprises two main struts 6, a transverse connecting rod 16, a longitudinal connecting rod 7, an upper inclined strut 14, an upper inclined upright rod 15, a lower inclined strut 18 and a lower inclined strut 17; the upper ends of the two main supporting rods 6 are propped against the two ends of one cross beam 12 and are respectively fixedly connected with the top ends of the vertical upright posts 1; the lower ends of the two main support rods 6 are fixedly connected with a pre-buried steel plate in a concrete slab on a ground wellhead in advance; two ends of the transverse connecting rod 16 are respectively fixedly connected with the middle points of the two main supporting rods 6; the upper end of the upper diagonal draw bar 14 is fixedly connected with the top end of the main stay bar 6; two ends of the upper inclined upright rod 15 are respectively fixedly connected with the middle point of the cross beam 12 and the middle point of the transverse connecting rod 16; the lower end of the upper diagonal draw bar 14 is fixedly connected with the midpoint of the transverse connecting rod 16, and the upper end of the upper diagonal draw bar 14 is fixedly connected with the top end of the main stay bar 6; the upper end of the lower diagonal brace 17 is fixedly connected with the middle point of the transverse connecting rod 16, and the lower end of the lower diagonal brace 17 is fixedly connected with the bottom end of the main brace 6; the upper end of the lower diagonal draw bar 18 is fixedly connected with the midpoint of the main stay bar 6, and the lower end of the lower diagonal draw bar 18 is fixedly connected with the midpoint of the lower diagonal stay bar 17; one end of the longitudinal connecting rod 7 is fixedly connected with one end of the vertical upright 1, and the other end of the longitudinal connecting rod 7 is fixedly connected with the main supporting rod 6 and the transverse connecting rod 16.
The horizontal waste rock discharging operation type shaft brush is used for large expanding excavation construction, the novel derrick can be suitable for single-side lifting suspension arrangement, the main supporting rod 6 is made of single integral high-strength profile steel, the stress is uniform, the release of the acting force and the reaction force is uniform, and the stress state of the novel derrick cannot be influenced. The novel derrick is designed in an integral profile steel type idea, inclined supports are arranged on stress sides, stress distribution is relieved in releasing, and the novel derrick is suitable for single-side arrangement of a lifting suspension system.
And thirdly, selecting materials for the vertical shaft excavation and drilling derrick based on the existing permanent derrick.
1. Verification of the main bearing beam 19:
static calculation of the main bearing beam 19:
single span beam form: two ends of the beam are fixed;
calculating basic parameters of the model: length L is 5.4m, a is 0.9 m; a is the distance between the end points A and B of the main bearing beam (19) and the stress points C and D respectively;
concentration force: the standard value Pk + Pq is 10+160 + 170KN, wherein the dead load is calculated according to 10KN for the dead weight of a single shaft, a shaft frame and a head frame of the vertical shaft, the enlarged excavation and drilling well, and the live load is calculated according to 160KN for the weight of a lifting cage and personnel equipment; wherein: pk is a standard value of the concentration force; pg is constant load, Pc is live load;
the design value Pd ═ Pg × γ G + Pq × γ Q ═ 10 × 1.2+160 × 1.4 ═ 236 KN; wherein: gamma G is a constant load application calculation safety coefficient and a gamma Q live load application calculation safety coefficient;
load-bearing girder 19 load-bearing section:
section type: h-shaped steel: 400 × 400 × 13 × 21;
cross-sectional characteristics: the inertial distance Ix of the cross section to the x axis is 65361.58cm4(ii) a Cross-sectional x-axis proof moment Wx of 3268.07cm3(ii) a Static distance Sx of the core to the x axis is 1800.06cm3(ii) a The section static load G is 168.41 kg/m; the thickness tf of the flange is 21 mm; the thickness tw of the web is 13 mm;
the material of the main bearing beam 19 is as follows: q235, x-axis plastic development coefficient γ x: 1.05; deflection control [ v ] of the load-bearing girder 19: l/250;
calculating the internal force of the main bearing beam 19, wherein two end points of the main bearing beam 19 are respectively a point A and a point B:
the pedestal reaction force RA is 236KN, the pedestal reaction force RB is 236KN, and the maximum bending moment Mmax is Pd × a × a/L is 35.4 KN.M;
checking and calculating the strength and rigidity of the main bearing beam 19:
bending normal stress: sigma max (Mmax/(gamma x Wx) 10.32N/mm2；
Shear stress at A is RA multiplied by Sx/(Ix multiplied by tw) is 50N/mm2
Shear stress at B τ B of RB × Sx/(Ix × tw) of 50N/mm2
Maximum deflection fmax is Pk × a × a × L/24 × (3-4 × a/L) × 1/(E × I) 0.54 mm; e represents the modulus of elasticity in section in n/mm2(ii) a I represents the section inertia distance in mm4；
The relative deflection v is fmax/L is 1/10057.5;
bending normal stress sigma max is 10.32N/mm2<Bending resistant designValue f 205N/mm2(ii) a The requirements are met;
maximum shearing stress tau max of 50N/mm2<Design value for shear resistance fv 125N/mm2(ii) a The requirements are met;
the mid-span deflection relative value v is L/10057.5< deflection control value [ v ]: L/250; the requirements are met;
the relative values of the bending normal stress, the maximum shearing stress and the mid-span deflection of the main bearing beam 19 all meet the requirements, and the verification is passed.
2. Verification of the load-bearing edge beam 20:
static force calculation of load bearing edge beam 20
Single span beam form: two ends of the beam are fixed; as shown in fig. 5:
calculating basic parameters of the model: length L is 5.4m, c is 1.35 m; c is the distance between adjacent concentrated forces; the bearing side beam (20) is averagely divided into 5 sections, and the distance of each section is c;
concentration force: the standard value Pk + Pq is 10+23 is 33KN, wherein the dead load is calculated by 10KN for a vertical shaft expanding excavation well drilling derrick and a single head sheave carrier, and the live load is the pressure of a support at two ends of a middle span and is calculated by 23 KN; wherein Pk is a standard value of the concentration force; pg is constant load, Pc is live load;
the design value Pd ═ Pg × γ G + Pq × γ Q ═ 10 × 1.2+23 × 1.4 ═ 44.2 KN; wherein: gamma G is a constant load application calculation safety coefficient and a gamma Q live load application calculation safety coefficient;
load-bearing cross-section of load-bearing edge beam 20:
section type: h-shaped steel: 400 × 400 × 13 × 21;
cross-sectional characteristics: the inertial distance Ix of the cross section to the x axis is 65361.58cm4(ii) a Cross-sectional x-axis proof moment Wx of 3268.07cm3(ii) a Static distance Sx of the core to the x axis is 1800.06cm3(ii) a The section static load G is 168.41 kg/m;
the flange thickness tf is 21mm, and the web thickness tw is 13 mm;
bearing boundary beam 20 material: q235, x-axis plastic development coefficient γ x: 1.05, beam deflection control [ v ]: l/250;
the internal force of the bearing side beam 20 is calculated, and two end points of the bearing side beam 20 are respectively a point A and a point B:
the pedestal reaction force RA ═ N-1)/2 × Pd ═ 66.3KN, and the pedestal reaction force RB ═ RA ═ 66.3 KN;
the maximum bending moment Mmax is (N × N +2)/(24 × N) × Pd × L is 44.75kn.m, wherein the moment ratio N is L \ c;
the checking calculation result of the strength and the rigidity of the bearing side beam 20 is as follows:
bending positive stress sigma max (Mmax/(gamma x Wx) 13.04N/mm2；
Shear stress at B τ B ═ RB × Sx/(Ix × tw) ═ 14.05N/mm2；
The maximum deflection fmax is N multiplied by Pk multiplied by L multiplied by 3/384 multiplied by 1/(E multiplied by I) is 4mm, wherein N is L \ c;
the relative deflection v is fmax/L is 1/13432.6;
bending normal stress sigma max is 13.04N/mm2<Bending resistance design value f 205N/mm2(ii) a The requirements are met;
maximum shearing stress tau max of the support is 14.05N/mm2<Design value for shear resistance fv 125N/mm2(ii) a The requirements are met;
the mid-span deflection relative value v is L/13432.6< deflection control value [ v ]: L/250; the requirements are met;
the relative values of the bending normal stress, the maximum shearing stress of the support and the mid-span deflection of the load-bearing side beam 20 all meet the requirements, and the verification is passed.
3. Verification of the vertical column 1:
material characteristics of the member:
material name: q235, the maximum thickness of the cross section of the component is 21.00mm, the design strength is 205.00N/mm2, the yield strength is 235.00N/mm2, the cross section property is that the cross section name is biaxial symmetric welding I-steel, b is 400mm, the width [3d is less than or equal to b is less than or equal to 40t ] of a flange plate is 400mm, the thickness of a web plate [ (h-2t)/40 is less than or equal to d is less than or equal to b/3]:13mm, the thickness [ b/40 is less than or equal to t ]:21mm, the cross section height [4t is less than or equal to h (40d +2t) ]:400mm, the type of the patch: height of the member: 9.710m, permissible strength safety factor: 1.00, allowable stability safety factor: 1.00;
load information:
the dead load component coefficient is 1.20, the live load component coefficient is 1.40, the live load adjustment coefficient is 1.00, the dead weight is considered, the axial dead load standard value is 12.500kN, the dead weight is mainly the dead weight of a head sheave frame, the dead weight is calculated according to 50KN, the force converted to each vertical upright post 1 is 50/4 to 12.5KN, the axial live load standard value is 65.000kN, the eccentricity Ex is 171.0cm, and the eccentricity Ey is 0.0 cm;
end constraint information:
the top constraint type in the X-Z plane is fixed,
the bottom constraint type in the X-Z plane is fixed,
the length coefficient calculated in the X-Z plane is 0.65,
the top constraint type in the Y-Z plane is fixed,
the bottom constraint type in the Y-Z plane is fixed,
calculating the length coefficient of 0.65 in the Y-Z plane;
cross-sectional geometry:
tensile strength of 205.00N/mm2Compressive strength of 205.00N/mm2Bending strength of 205.00N/mm2Shear strength of 120.00N/mm2Yield strength of 235.00N/mm2Density of 785.00kg/m3；
And (3) stable information:
bending around an X axis, wherein the slenderness ratio lambda X is 36.16, and the whole stability coefficient of the axis under pressure is as follows:
Figure BDA0003098922070000176
the overall stability factor of the uniformly bent flexural member is:
Figure BDA0003098922070000175
the minimum stability safety factor is 1.38, the maximum stability safety factor is 1.38, the distance from the section corresponding to the minimum stability safety factor to the top end of the member is 9.710m, the distance from the section corresponding to the maximum stability safety factor to the top end of the member is 0.000m, and the stable stress at the worst position around the X axis is according to a formula (5.2.5-1) of a steel structure specification:
Figure BDA0003098922070000171
Figure BDA0003098922070000172
the requirements are met;
n is a standard value of the axial force borne by the component;
Figure BDA0003098922070000173
is the integral stability coefficient of the x axis under pressure; a-area of the cross-sectional net cross-section; beta is amx-a stable equivalent bending moment coefficient of the x-axis press-bent member; r isx-coefficient of plastic development on the x-axis; wx-the cross-sectional resistance distance of the larger pressed fibres in the plane of action of the bending moment in the x-axis; beta is amx-a stable equivalent bending moment coefficient of the x-axis press-bent member; mx-maximum bending moment in the range of the component section calculated on the x-axis; n'Ex-euler critical force, for section x axis; eta is the strength reduction coefficient of the axial stressed reinforcing member; beta is aty-y-axis equivalent bending moment coefficient; my-the maximum bending moment of the x-axis within the range of the calculated component section of the y-axis;
Figure BDA0003098922070000174
-the overall stability factor of the bent member for uniform bending in the y-axis; wy-the y-axis of the cross-sectional y-axis is resisted by the cross-sectional distance of the larger pressed fiber in the y-axis bending moment action plane;
bending around the Y axis:
λ Y is 61.76, the integral stability coefficient of the axle center pressed is phi Y is 0.697, the integral stability coefficient of the uniformly bent flexural member is phi bx is 0.983, the minimum stability safety coefficient is 1.62, the maximum stability safety coefficient is 1.62, the distance from the section corresponding to the minimum stability safety coefficient to the top end of the member is 9.710m, the distance from the section corresponding to the maximum stability safety coefficient to the top end of the member is 0.000m, and the most unfavorable position stable stress around the Y axis is according to the formula of steel structure specification (5.2.5-2)
Figure BDA0003098922070000181
Figure BDA0003098922070000182
The requirements are met;
wherein: n is member bearingThe standard value of the axial force of (1),
Figure BDA0003098922070000183
the y axis compression integral stability coefficient; a-area of the cross-sectional net cross-section; a-area of the cross-sectional net cross-section; beta is atx-x-axis equivalent bending moment coefficient; mx-maximum bending moment in the range of the component section calculated on the x-axis;
Figure BDA0003098922070000184
-an overall stiffness factor of the flexural member for uniform bending in the x-axis; wx-the cross-sectional resistance distance of the larger pressed fibres in the plane of action of the bending moment in the x-axis; beta is amy-the stable equivalent bending moment coefficient of the y-axis press-bending member; my-maximum bending moment in the range of the component section calculated on the y-axis; r isy-coefficient of plastic development on the y-axis; wy-the cross-sectional resistance distance of the larger pressed fiber in the y-axis bending moment action plane; my-maximum bending moment of the x-axis within the calculated component section; n'EyEuler critical force, for section y-axis;
intensity information:
the maximum strength safety coefficient is 1.65, the minimum strength safety coefficient is 1.65, the distance from the section corresponding to the maximum strength safety coefficient to the top end of the member is 0.000m, the distance from the section corresponding to the minimum strength safety coefficient to the top end of the member is 9.710m, the calculated load is 95.96kN, and the stress state is that the member is singly bent around the Y axis;
the strength stress of the worst position is according to the formula of Steel Structure Specification (5.2.1)
Figure BDA0003098922070000185
The requirements are met;
wherein A isn-calculating a cross-sectional net cross-sectional area; n is the standard value of the axial force born by the component; my-maximum bending moment of the x-axis within the calculated component section; r isy-coefficient of plastic development on the y-axis; wny-net section resistance to the y-axis.
4. Checking and calculating the foundation of the vertical shaft expanding, excavating and drilling well derrick:
newly increase round well platform C30 concrete at the well head, concrete edge distance well head 3m, pre-buried steel sheet expands in concrete slab and digs the chisel well derrick with the shaft in advance and be connected, and concrete foundation thickness is 0.8m, two-way arrangement of reinforcement:
calculating the punched bearing capacity: the calculation is based on no steel bar, and according to the design specification of hydraulic concrete structure, the calculation of the punched bearing capacity is as follows:
Figure BDA0003098922070000191
Figure BDA0003098922070000192
Fl: the design value of the local load or the design value of the concentrated counter force is obtained by subtracting the design value of the load borne by the inner plate of the punching damage cone from the interlayer difference of the design values of the axial pressure borne by the column for the nodes of the column structure;
γd: structural coefficient of the reinforced concrete structure;
ft: the design value of the axial tensile strength of the concrete,
h0: the effective height of the plate is obtained by taking the average value of the effective heights of the interfaces in the two reinforcement directions;
um: perimeter of critical cross-section, distance h from local load or area of concentrated reaction0The worst perimeter of the vertical section of the plate at position/2;
eta; influence coefficients of local loads or concentrated reaction force action area shapes;
βh: cross-sectional height coefficient of influence;
βs: ratio of the size of the long side to the short side when the local load or concentrated reaction force acting surface is rectangular, betasNot more than 4; when beta issWhen less than 2, take beta s2; when the action surface is circular, take betas＝2；
In which the area of the pre-buried plate of the pressed area, i.e. 500 in500mm, design value F of single pointlThe dead weight of a shaft derrick is added with load, wherein (40+26)/4 is 16.5t is 165KN, gammadTake 1.2, ftTaking 1.43N/mm2, h0＝0.8m，umIs 5.2m, betasTake 2, eta ═ 1, betahF can be calculated as 1l165KN is less than or equal to 0.7 multiplied by 1.43 multiplied by 5200 multiplied by 800/1.2 is 3470KN, which meets the requirement;
calculating the bearing capacity of the foundation:
the bearing capacity of the foundation is considered according to the action of the axle center load, and the calculation formula is p according to the design specification of the foundation of the building foundation GB50007-2011 item 5.2.1k＜faThe requirements can be met;
pk: the evaluation pressure value kPa at the base bottom surface corresponding to the combination of the standards of action;
fa: the bearing capacity characteristic value (kPa) of the foundation, according to a blueprint, the bearing capacity of the foundation after the project is backfilled is not less than 150 KPa;
according to the design code of foundation of building foundation GB50007-2011 item 5.2.1, the calculation formula of the pressure of the foundation bottom surface is as follows:
Figure BDA0003098922070000201
pk: the average pressure value kPa at the base floor corresponding to the combination of the standards of action;
Fk: corresponding to the combination of the acting standards, a vertical force value (KN) transmitted by the superstructure to the top surface of the foundation is used for loading the self weight of the shaft of the vertical shaft expanding, excavating and drilling well, and 1.4 multiplied by (40+26) is 92.4t 924 KN;
Gk: the self weight of the foundation and the soil weight KN on the foundation, the reinforced concrete is taken to be 2.5t/m3，Gk＝1.2×122.52×0.8×2.5＝294.048t＝2940.5KN；
A: area of foundation bottom surface m2. Area of 122.52m2；
Figure BDA0003098922070000202
Meets the requirements.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications are possible which remain within the scope of the appended claims.

Claims (10)

1. A design method of a shaft well expanding, excavating and drilling derrick is characterized by comprising the following steps:
(1) the structural design of a shaft well expanding, excavating and drilling derrick;
(2) selecting structural materials of a vertical shaft expanding, excavating and drilling derrick;
(3) and verifying the load and strength of the vertical shaft enlarging, excavating and drilling derrick.
2. The design method of the shaft enlarging and excavating well drilling derrick according to the claim 1, characterized in that in the step (1), the shaft enlarging and excavating well drilling derrick aiming at the shaft of the lower horizontal gangue discharging type shaft comprises a head block platform, a vertical upright post (1), an inclined strut group and an antiskid steel plate (13); the top ends of the four vertical upright posts (1) are fixedly connected with four end points of the rectangular head sheave frame platform; the lower end of the vertical upright post (1) is fixedly connected with a pre-buried steel plate in a concrete slab on a ground wellhead in advance; the inclined strut group is of a trapezoidal structure with a narrow upper part and a wide lower part, and the upper end of the inclined strut group is propped against and fixedly connected to the top end of the vertical upright post (1); the lower end of the inclined strut group is fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; the inclined strut group forms an included angle of 60 degrees with the ground; the upper surface of the head sheave frame platform is an anti-skid steel plate (13), and the four vertical upright columns (1) are fixedly connected through upright column longitudinal connecting rods (5).
3. The design method of the shaft expanding, excavating and drilling derrick as claimed in claim 2, wherein the head block platform comprises a main bearing beam (19), two side bearing beams (20), two longitudinal beams (11), two cross beams (12), two first connecting beams (21) and four second connecting beams (22);
the two longitudinal beams (11) are opposite, the two cross beams (12) are opposite, and the longitudinal beams (11) are fixedly connected with the cross beams (12) end to end; two ends of the main bearing beam (19) are respectively fixedly connected with the middle points of the two cross beams (12); the bearing side beams (20) are respectively positioned between the bearing main beams (19) and the longitudinal beams (11), and two ends of each bearing side beam (20) are fixedly connected with the two cross beams (12); the first connecting beam (21) is positioned between the main bearing beam (19) and the side bearing beam (20), and two ends of the first connecting beam (21) are respectively fixedly connected with the main bearing beam (19) and the side bearing beam (20); the second coupling beam (22) is located between the longitudinal beam (11) and the bearing side beam (20), and two ends of the second coupling beam (22) are fixedly connected with the longitudinal beam (11) and the bearing side beam (20) respectively.
4. The design method of the shaft expanding excavation and drilling derrick as claimed in claim 3, characterized in that the inclined strut group comprises two main struts (6), a transverse connecting rod (16), a longitudinal connecting rod (7), an upper inclined strut (14), an upper inclined strut (15), a lower inclined strut (18) and a lower inclined strut (17); the upper ends of the two main supporting rods (6) are propped against the two ends of one cross beam (12) and are respectively fixedly connected with the top ends of the vertical upright posts (1); the lower ends of the two main support rods (6) are fixedly connected with a pre-embedded steel plate in a concrete slab on a ground wellhead in advance; two ends of the transverse connecting rod (16) are respectively and fixedly connected with the middle points of the two main supporting rods (6); the upper end of the upper diagonal draw bar (14) is fixedly connected with the top end of the main stay bar (6); two ends of the upper inclined vertical rod (15) are respectively and fixedly connected with the middle point of the cross beam (12) and the middle point of the transverse connecting rod (16); the lower end of the upper diagonal draw bar (14) is fixedly connected with the midpoint of the transverse connecting rod (16), and the upper end of the upper diagonal draw bar (14) is fixedly connected with the top end of the main stay bar (6); the upper end of the lower diagonal brace rod (17) is fixedly connected with the middle point of the transverse connecting rod (16), and the lower end of the lower diagonal brace rod (17) is fixedly connected with the bottom end of the main brace rod (6); the upper end of the lower diagonal draw bar (18) is fixedly connected with the midpoint of the main stay bar (6), and the lower end of the lower diagonal draw bar (18) is fixedly connected with the midpoint of the lower diagonal draw bar (17); one end of the longitudinal connecting rod (7) is fixedly connected with one end of the vertical upright post (1), and the other end of the longitudinal connecting rod (7) is fixedly connected with the main supporting rod (6) and the transverse connecting rod (16).
5. The design method of the shaft expanding and excavating well drilling derrick as claimed in claim 4, wherein in the step (2), the head block platform, the vertical upright (1) and the inclined strut group are HW-400 x 400 section steel.
6. The design method of the shaft enlarging and digging well drilling derrick according to the claim 5, characterized in that in the step (3), the bearing checking calculation is carried out on the bearing main beam (19) and the bearing side beam (20) of the head sheave support platform, the bearing checking calculation is carried out on the vertical upright post (1) and the main supporting rod (6), and the checking calculation is carried out on the shaft enlarging and digging well drilling derrick foundation.
7. The design method of a shaft enlarging and digging drilling derrick according to claim 6, characterized in that the bearing girder (19) verifies:
static calculation of the main bearing beam (19):
single span beam form: two ends of the beam are fixed;
calculating basic parameters of the model: length L is 5.4m, a is 0.9 m; a is the distance between the end points A and B of the main bearing beam (19) and the stress points C and D respectively;
concentration force: the standard value Pk + Pq is 10+160 + 170KN, wherein the dead load is calculated according to 10KN for the dead weight of a single shaft, a shaft frame and a head frame of the vertical shaft, the enlarged excavation and drilling well, and the live load is calculated according to 160KN for the weight of a lifting cage and personnel equipment; wherein: pk is a standard value of the concentration force; pg is constant load, Pc is live load;
the design value Pd of the concentration force is Pg × γ G + Pq × γ Q is 10 × 1.2+160 × 1.4 is 236 KN; wherein: gamma G is a constant load application calculation safety coefficient and a gamma Q live load application calculation safety coefficient;
load-bearing main beam (19) load-bearing section:
section type: h-shaped steel: 400 × 400 × 13 × 21;
cross-sectional characteristics: the inertial distance Ix of the cross section to the x axis is 65361.58cm4(ii) a Cross-sectional x-axis proof moment Wx of 3268.07cm3(ii) a Static distance Sx of the core to the x axis is 1800.06cm3(ii) a The section static load G is 168.41 kg/m; the thickness tf of the flange is 21 mm; the thickness tw of the web is 13 mm;
the material of the bearing main beam (19): q235, x-axis plastic development coefficient γ x: 1.05; deflection control [ v ] of the load-bearing main beam (19): l/250;
calculating the internal force of the main bearing beam (19), wherein two end points of the main bearing beam (19) are respectively a point A and a point B:
the pedestal reaction force RA is 236KN, the pedestal reaction force RB is 236KN, and the maximum bending moment Mmax is Pd × a × a/L is 35.4 KN.M;
and (3) checking and calculating the strength and rigidity of the main bearing beam (19):
bending normal stress: sigma max (Mmax/(gamma x Wx) 10.32N/mm2；
Shear stress at A is RA multiplied by Sx/(Ix multiplied by tw) is 50N/mm2
Shear stress at B τ B of RB × Sx/(Ix × tw) of 50N/mm2
Maximum deflection fmax is Pk × a × a × L/24 × (3-4 × a/L) × 1/(E × I) 0.54 mm; e represents the modulus of elasticity in section in n/mm2(ii) a I represents the section inertia distance in mm4；
The relative deflection v is fmax/L is 1/10057.5;
bending normal stress sigma max is 10.32N/mm2<Bending resistance design value f 205N/mm2(ii) a The requirements are met;
maximum shearing stress tau max of 50N/mm2<Design value for shear resistance fv 125N/mm2(ii) a The requirements are met;
the mid-span deflection relative value v is L/10057.5< deflection control value [ v ]: L/250; the requirements are met;
the relative values of the bending normal stress, the maximum shearing stress of the support and the mid-span deflection of the main bearing beam (19) meet the requirements, and the verification is passed.
8. The design method of a shaft enlarging and digging drilling derrick according to claim 6, characterized in that the bearing side beam (20) verifies:
static calculation of load-bearing edge beams (20)
Single span beam form: two ends of the beam are fixed;
calculating basic parameters of the model: length L is 5.4m, c is 1.35 m; c is the distance between adjacent concentrated forces; the bearing side beam (20) is averagely divided into 5 sections, and the distance of each section is c;
concentration force: the standard value Pk + Pq is 10+23 is 33KN, wherein the dead load is calculated by 10KN for a vertical shaft expanding excavation well drilling derrick and a single head sheave carrier, and the live load is the pressure of a support at two ends of a middle span and is calculated by 23 KN; wherein Pk is a standard value of the concentration force; pg is constant load, Pc is live load;
the design value Pd ═ Pg × γ G + Pq × γ Q ═ 10 × 1.2+23 × 1.4 ═ 44.2 KN; wherein: gamma G is a constant load application calculation safety coefficient and a gamma Q live load application calculation safety coefficient;
load-bearing cross section of the load-bearing side beam (20):
section type: h-shaped steel: 400 × 400 × 13 × 21;
cross-sectional characteristics: the inertial distance Ix of the cross section to the x axis is 65361.58cm4The resistance Wx of the cross section to the x-axis is 3268.07cm3Static distance Sx of the core to the x-axis is 1800.06cm3(ii) a The section static load G is 168.41 kg/m; the flange thickness tf is 21mm, and the web thickness tw is 13 mm;
the bearing side beam (20) is made of: q235, x-axis plastic development coefficient γ x: 1.05, beam deflection control [ v ]: l/250;
calculating the internal force of the bearing side beam (20), wherein two end points of the bearing side beam (20) are respectively a point A and a point B:
the pedestal reaction force RA ═ N-1)/2 × Pd ═ 66.3KN, and the pedestal reaction force RB ═ RA ═ 66.3 KN; the maximum bending moment Mmax is (N × N +2)/(24 × N) × Pd × L is 44.75kn.m, wherein the moment ratio N is L \ c;
the checking calculation result of the strength and the rigidity of the bearing side beam (20) is as follows:
bending positive stress sigma max (Mmax/(gamma x Wx) 13.04N/mm2；
Shear stress at B τ B ═ RB × Sx/(Ix × tw) ═ 14.05N/mm2；
The maximum deflection fmax is N multiplied by Pk multiplied by L multiplied by 3/384 multiplied by 1/(E multiplied by I) is 4mm, wherein N is L \ c;
the relative deflection v is fmax/L is 1/13432.6;
bending normal stress sigma max is 13.04N/mm2<Bending resistance design value f 205N/mm2(ii) a The requirements are met;
maximum shearing stress tau max of the support is 14.05N/mm2<Design value for shear resistance fv 125N/mm2(ii) a The requirements are met;
the mid-span deflection relative value v is L/13432.6< deflection control value [ v ]: L/250; the requirements are met;
the relative values of the bending normal stress, the maximum shearing stress of the support and the mid-span deflection of the load-bearing side beam (20) meet the requirements, and the verification is passed.
9. The design method of a shaft enlarging and digging drilling derrick according to claim 6, characterized in that the verification of the vertical column (1):
material characteristics of the member:
material name: q235, the maximum thickness of the cross section of the component is 21.00mm, the design strength is 205.00N/mm2, the yield strength is 235.00N/mm2, the cross section property is that the cross section name is biaxial symmetric welding I-steel, b is 400mm, the width [3d is less than or equal to b is less than or equal to 40t ] of a flange plate is 400mm, the thickness of a web plate [ (h-2t)/40 is less than or equal to d is less than or equal to b/3]:13mm, the thickness [ b/40 is less than or equal to t ]:21mm, the cross section height [4t is less than or equal to h (40d +2t) ]:400mm, the type of the patch: height of the member: 9.710m, permissible strength safety factor: 1.00, allowable stability safety factor: 1.00;
load information:
the constant load component coefficient is 1.20, the live load component coefficient is 1.40, the live load adjustment coefficient is 1.00, the dead weight is considered, the axial constant load standard value is 12.500kN, the dead weight is mainly the dead weight of a head sheave frame, the dead weight is calculated according to 50KN, the force converted to each vertical upright post (1) is 50/4 to 12.5KN, the axial live load standard value is 65.000kN,
the eccentricity Ex is 171.0cm, and the eccentricity Ey is 0.0 cm;
end constraint information:
the top constraint type in the X-Z plane is fixed,
the bottom constraint type in the X-Z plane is fixed,
the length coefficient calculated in the X-Z plane is 0.65,
the top constraint type in the Y-Z plane is fixed,
the bottom constraint type in the Y-Z plane is fixed,
calculating the length coefficient of 0.65 in the Y-Z plane;
cross-sectional geometry:
tensile strength of 205.00N/mm2Compressive strength of 205.00N/mm2Bending strength of 205.00N/mm2Shear strength of 120.00N/mm2Yield strength of 235.00N/mm2Density of 785.00kg/m3；
And (3) stable information:
bending around an X axis, wherein the slenderness ratio lambda X is 36.16, and the whole stability coefficient of the axis under pressure is as follows:
Figure FDA0003098922060000064
the overall stability factor of the uniformly bent flexural member is:
Figure FDA0003098922060000065
the minimum stability safety factor is 1.38, the maximum stability safety factor is 1.38, the distance from the section corresponding to the minimum stability safety factor to the top end of the member is 9.710m, the distance from the section corresponding to the maximum stability safety factor to the top end of the member is 0.000m, and the stable stress at the worst position around the X axis is according to a formula (5.2.5-1) of a steel structure specification:
Figure FDA0003098922060000061
Figure FDA0003098922060000062
the requirements are met;
wherein: n is a standard value of the axial force borne by the component;
Figure FDA0003098922060000063
is the integral stability coefficient of the x axis under pressure; a-area of the cross-sectional net cross-section; beta is amx-a stable equivalent bending moment coefficient of the x-axis press-bent member; r isx-coefficient of plastic development on the x-axis; wx-the cross-sectional resistance distance of the larger pressed fibres in the plane of action of the bending moment in the x-axis; beta is amx-a stable equivalent bending moment coefficient of the x-axis press-bent member; mx-maximum bending moment in the range of the component section calculated on the x-axis; n'Ex-euler critical force, for section x axis; eta is the strength reduction coefficient of the axial stressed reinforcing member; beta is aty-y-axis equivalent bending moment coefficient; my-the maximum bending moment of the x-axis within the range of the calculated component section of the y-axis;
Figure FDA0003098922060000071
the integral stability factor of the bent member with the shaft bent uniformly; wy-the y-axis of the cross-sectional y-axis is resisted by the cross-sectional distance of the larger pressed fiber in the y-axis bending moment action plane;
bending around the Y axis:
λ Y is 61.76, the integral stability coefficient of the axle center pressed is phi Y is 0.697, the integral stability coefficient of the uniformly bent flexural member is phi bx is 0.983, the minimum stability safety coefficient is 1.62, the maximum stability safety coefficient is 1.62, the distance from the section corresponding to the minimum stability safety coefficient to the top end of the member is 9.710m, the distance from the section corresponding to the maximum stability safety coefficient to the top end of the member is 0.000m, and the most unfavorable position stable stress around the Y axis is according to the formula of steel structure specification (5.2.5-2)
Figure FDA0003098922060000072
Figure FDA0003098922060000073
The requirements are met;
wherein: n is the standard value of the axial force born by the component,
Figure FDA0003098922060000074
the y axis compression integral stability coefficient; a-area of the cross-sectional net cross-section; a-area of the cross-sectional net cross-section; beta is atx-x-axis equivalent bending moment coefficient; mx-maximum bending moment in the range of the component section calculated on the x-axis;
Figure FDA0003098922060000076
the integral stability factor of the bent member with the shaft bent uniformly; wx-the cross-sectional resistance distance of the larger pressed fibres in the plane of action of the bending moment in the x-axis; beta is amy-the stable equivalent bending moment coefficient of the y-axis press-bending member; my-maximum bending moment in the range of the component section calculated on the y-axis; r isy-coefficient of plastic development on the y-axis; wy-the cross-sectional resistance distance of the larger pressed fiber in the y-axis bending moment action plane; my-maximum bending moment of the x-axis within the calculated component section; n'EyEuler critical force, for section y-axis;
intensity information:
the maximum strength safety coefficient is 1.65, the minimum strength safety coefficient is 1.65, the distance from the section corresponding to the maximum strength safety coefficient to the top end of the member is 0.000m, the distance from the section corresponding to the minimum strength safety coefficient to the top end of the member is 9.710m, the calculated load is 95.96kN, and the stress state is that the member is singly bent around the Y axis;
the strength stress of the worst position is according to the formula of Steel Structure Specification (5.2.1)
Figure FDA0003098922060000075
Figure FDA0003098922060000083
The requirements are met;
wherein A isn-calculating a cross-sectional net cross-sectional area; n is the standard value of the axial force born by the component; my-maximum bending moment of the x-axis within the calculated component section; r isy-coefficient of plastic development on the y-axis; wny-net section resistance to the y-axis.
10. The design method of the vertical shaft enlarging and digging drilling derrick as claimed in claim 6, wherein the verification of the foundation of the vertical shaft enlarging and digging drilling derrick is as follows:
newly increase round well platform C30 concrete at the well head, concrete edge distance well head 3m, pre-buried steel sheet expands in concrete slab and digs the chisel well derrick with the shaft in advance and be connected, and concrete foundation thickness is 0.8m, two-way arrangement of reinforcement:
calculating the punched bearing capacity: the calculation is based on no steel bar, and according to the design specification of hydraulic concrete structure, the calculation of the punched bearing capacity is as follows:
Figure FDA0003098922060000081
Figure FDA0003098922060000082
Fl: the design value of the local load or the design value of the concentrated counter force is obtained by subtracting the design value of the load borne by the inner plate of the punching damage cone from the interlayer difference of the design values of the axial pressure borne by the column for the nodes of the column structure;
γd: structural coefficient of the reinforced concrete structure;
ft: the design value of the axial tensile strength of the concrete,
h0: the effective height of the plate is obtained by taking the average value of the effective heights of the interfaces in the two reinforcement directions;
um: perimeter of critical cross-section, distance h from local load or area of concentrated reaction0The worst perimeter of the vertical section of the plate at position/2;
eta; influence coefficients of local loads or concentrated reaction force action area shapes;
βh: cross-sectional height coefficient of influence;
βs: ratio of the size of the long side to the short side when the local load or concentrated reaction force acting surface is rectangular, betasNot more than 4; when beta issWhen less than 2, take betas2; when in useWhen the action surface is circular, take betas＝2；
In which the area of the plate is pre-embedded in the area under pressure, i.e. 500X 500mm, the design value F of a single pointlThe dead weight of a shaft derrick is added with load, wherein (40+26)/4 is 16.5t is 165KN, gammadTake 1.2, ftTaking 1.43N/mm2, h0＝0.8m，umIs 5.2m, betasTake 2, eta ═ 1, betahF can be calculated as 1l165KN is less than or equal to 0.7 multiplied by 1.43 multiplied by 5200 multiplied by 800/1.2 is 3470KN, which meets the requirement;
calculating the bearing capacity of the foundation:
the bearing capacity of the foundation is considered according to the action of the axle center load, and the calculation formula is p according to the design specification of the foundation of the building foundation GB50007-2011 item 5.2.1k＜faThe requirements can be met;
pk: the evaluation pressure value kPa at the base bottom surface corresponding to the combination of the standards of action;
fa: the bearing capacity characteristic value (kPa) of the foundation, according to a blueprint, the bearing capacity of the foundation after the project is backfilled is not less than 150 KPa;
according to the design code of foundation of building foundation GB50007-2011 item 5.2.1, the calculation formula of the pressure of the foundation bottom surface is as follows:
Figure FDA0003098922060000091
pk: the average pressure value kPa at the base floor corresponding to the combination of the standards of action;
Fk: corresponding to the combination of the acting standards, a vertical force value (KN) transmitted by the superstructure to the top surface of the foundation is used for loading the self weight of the shaft of the vertical shaft expanding, excavating and drilling well, and 1.4 multiplied by (40+26) is 92.4t 924 KN;
Gk: the self weight of the foundation and the soil weight KN on the foundation, the reinforced concrete is taken to be 2.5t/m3，Gk＝1.2×122.52×0.8×2.5＝294.048t＝2940.5KN；
A: area of foundation bottom surface m2(ii) a Area of 122.52m2；
Figure FDA0003098922060000092
Meets the requirements.
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Publication number Priority date Publication date Assignee Title
CN114892758A (en) * 2022-05-26 2022-08-12 中国水利水电第十四工程局有限公司 Temporary derrick for narrow underground space and installation method thereof
CN115959540A (en) * 2023-02-06 2023-04-14 中建一局集团建设发展有限公司 A steel structure elevator derrick and its design method

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CN102913137A (en) * 2012-10-19 2013-02-06 金诚信矿业管理股份有限公司 Sinking tubular steel derrick and mounting method of same
CN204434116U (en) * 2015-02-03 2015-07-01 中建五局工业设备安装有限公司 A kind of hanging device for interior courtyard lifting pipeline
CN108821082A (en) * 2018-08-08 2018-11-16 中国恩菲工程技术有限公司 Mining steel structure derrick
CN109610817A (en) * 2018-11-29 2019-04-12 山东金城建设有限公司 Cross beam falsework and its design and construction method

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CN102913137A (en) * 2012-10-19 2013-02-06 金诚信矿业管理股份有限公司 Sinking tubular steel derrick and mounting method of same
CN204434116U (en) * 2015-02-03 2015-07-01 中建五局工业设备安装有限公司 A kind of hanging device for interior courtyard lifting pipeline
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