CN110096825A - The Seismic Design Method of roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel - Google Patents
The Seismic Design Method of roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel Download PDFInfo
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- CN110096825A CN110096825A CN201910381852.2A CN201910381852A CN110096825A CN 110096825 A CN110096825 A CN 110096825A CN 201910381852 A CN201910381852 A CN 201910381852A CN 110096825 A CN110096825 A CN 110096825A
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L3/00—Supports for pipes, cables or protective tubing, e.g. hangers, holders, clamps, cleats, clips, brackets
- F16L3/08—Supports for pipes, cables or protective tubing, e.g. hangers, holders, clamps, cleats, clips, brackets substantially surrounding the pipe, cable or protective tubing
- F16L3/10—Supports for pipes, cables or protective tubing, e.g. hangers, holders, clamps, cleats, clips, brackets substantially surrounding the pipe, cable or protective tubing divided, i.e. with two or more members engaging the pipe, cable or protective tubing
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
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Abstract
The invention discloses the Seismic Design Methods that roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel, this method comprises: primary Calculation determines that pipeline allows span；Seismatic method for pipeline is checked, and determines that pipeline calculates span；Span is calculated according to determining pipeline, calculates the seismic force of pipeline concrete buttress；And then determine the arragement construction of tunnel inner concrete buttress and the connection type of concrete buttress and pipeline.The invention has the benefit that pipeline, which is determined by calculation, allows span and pipeline coagulation soil buttress structurally brisance, and pipeline coagulation soil branch pier structure is designed according to calculated result, the positional relationship for changing pipeline center of gravity and concrete buttress, makes full use of the shear resistance of concrete structure；Design simultaneously undertakes the axially brisance of pipeline with pipeline anchoring pier；The structure and material property of pipeline, pipeline coagulation soil buttress, pipeline anchoring pier and conduit coupling itself are made full use of, anti-seismic structure and measure obtain optimization and promoted, and improve aerial pipeline system shock resistance in tunnel.
Description
Technical field
The present invention relates to pipeline engineering technical fields, manage in particular to laying is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel
The Seismic Design Method in road.
Background technique
Earthquake is that earth formation energy discharges a kind of form for causing ambient substance to move suddenly, and earthquake disaster is then a kind of
To one of human life's property destruction natural calamity the most serious.A large amount of pipeline earthquake disaster example shows earthquake disaster
It is a kind of natural calamity form the most serious of threat tube safety, there are mainly three types of destruction sides to buried pipeline for earthquake disaster
Formula, the i.e. propagation effect of seismic wave, permanent ground deformation and secondary disaster.The propagation effect of seismic wave refer to earthquake occur when
Seismic wave is propagated in the soil, causes soil deformation, is made to be embedded in pipeline therein and is generated excessive deformation and cause certain damage；
This soil deformation is not permanent deformation, and soil does not also lose globality and continuity.Generally, due to steel oil/gas pipe
Road self weight is smaller, anti-surrender ability is strong and elasticity is good, is generally able to take the test of seismic wave, earthquake wave effect butt welding connects good
Good steel pipe destroys smaller.Permanent ground deformation is mainly caused by earth surface cracks caused by fault movement or sand liquefaction
The geological disasters such as lateral displacement, landslide, avalanche；Permanent ground deformation can occur in earthquake, it is also possible to occur after earthquake, break
Permanent ground displacement caused by fault is moved may be up to tens of rice, and pipeline is generally difficult to resist this permanent ground displacement, permanently
Ground deformation is the main factor for causing pipeline damage.Secondary disaster includes flood, the fire etc. that earthquake causes, also can be to pipe
Road does great damage.
With greatly developing for oil-gas pipeline construction, more and more pipe-lines are needed through high-intensity earthquake mountain
Area, the basic earthquake motion peak acceleration in some of them location surmount 0.4g, and part location is even up to 0.6g.At present for oil
The requirement of letter shoot road antidetonation is summarized as follows: " ground motion parameter " GB18306-2015 defines basic earthquake motion peak value and accelerates
Spend 0.38g≤amax,The antidetonation earthquake intensity of II < 0.75g is IX degree, it is required that being specific, concrete." pipe-line linemen's
Journey anti-seismic technology specification " GB50470-2017 regulation 1.0.3,3.0.2,3.0.3 and 3.0.5 basic mesh that seismatic method for pipeline is designed
And requirement carried out system regulation；4.1.1 regulation is proposed to seismatic method for pipeline design & check；4.1.3 below to 0.3g disconnected
Layer proposes technical stipulation, and proposes when basic earthquake motion peak acceleration is greater than 0.4g and answer wanting for special item determination
It asks；7.1.4 require nothing more than " pipeline is greater than or equal to the big and medium-sized cities of 0.4g section by earthquake motion peak acceleration, large size wear across
Block valve is arranged in the more suitable combined circuit valve chamber distribution situation in engineering two sides ", it is other not make specific technical measures requirement.
For traditional earthquake resistant construction that flat site uses, such as plane curve laying, wide pipe trench are loosened the soil backfill measure,
Mountain segment by landform limitation and seismic secondary disaster because being influenced to be difficult to carry out.And tunnel have compared with other ground structure engineerings it is relatively good
Good antidetonation and damping performance preferably uses tunnel laying scheme in high-intensity earthquake Construction of The Mountainous Region pipe-line, utilizes tunnel
Road is a preferable technology option as antidetonation shock attenuation measure.But it makes somebody a mere figurehead laying design method in traditional tunnel to be difficult to solve
The anti-seismic problem of pipeline itself, under geological process, pipeline there may be the seismic force in lateral, vertical and longitudinal three directions,
The top junction steel plate rigidity bottom of aerial pipeline concrete buttress structure, connection bolt anti-shear ability are low in traditional tunnel,
It is not strong that total shows three direction shock resistances, once macroseism, under lateral and vertical compound action, pipeline occurs
Easily twist deformation or bolt of upper portion connecting structure cuts problem, influences integrated piping structure safety.
Summary of the invention
To solve the above problems, the purpose of the present invention is to provide make somebody a mere figurehead the anti-of roughing-in in a kind of oil-gas transportation tunnel
Design method is shaken, reliable and effective technical measures is taken to achieve the purpose that tunnel interior conduit antidetonation shock attenuation, drop calamity stop loss.
To achieve the above object, the present invention provides the Aseismic Design sides that roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel
Method, this method comprises: following steps:
Step 101: primary Calculation determines that pipeline allows span；
Step 102: seismatic method for pipeline is checked, and determines that pipeline calculates span；
Step 103: span being calculated according to the pipeline that step 102 determines, calculates pipeline concrete buttress seismic force；
Step 104: according to the seismic force for the pipeline coagulation soil buttress that step 103 is calculated, designing pipeline coagulation soil branch
The structure of pier, and calculate pipeline concrete buttress stress；
Step 105: the pipeline coagulation soil buttress knot that span and step 104 design is calculated according to the pipeline that step 102 determines
Structure determines the arragement construction of tunnel interior conduit concrete buttress and the connection type of pipeline coagulation soil buttress and pipeline.
It is further improved as of the invention, in step 101, according to pipe diameter and self weight, pumped (conveying) medium weight, conveying
The difference of medium temperature and Pipe installing temperature, pipe material and allowable strength primarily determine that pipeline allows span by calculating.
As further improvement of the invention, specifically included in step 102:
Pipeline span centre seismic force calculates,
Horizontal seismic force: FH=k1agQqLL
Vertical Seismic Load: FV=αeFH
Earthquake resultant force: FS=SQR (FV*FV+FH*FH)
Seismic bending moment: Me=5FSLL/16
Pipe level shearing: VH=FH
Pipeline vertical shear: VV=(FV-QqgLL)
Pipeline combined shear: VZ=SQR (VH*VH+VV*VV)
Wherein, FVVertical Seismic Load, F are calculated to obtain for pipeline span centreHFor the horizontal seismic force that pipeline span centre calculates, FSFor pipe
The earthquake resultant force that road span centre calculates, MeFor span centre seismic bending moment, VHFor pipe level shearing, VVFor pipeline vertical shear, VZPipeline
Combined shear, k1Partial safety factor, a are combined to standardize defined earthquake loadgFor site ground motion acceleration, QqFor pipeline and Jie
The self weight of matter linear meter(lin.m.), g is acceleration of gravity, LLAllow span, α for the pipeline that primary Calculation determineseIt is calculated for horizontal seismic force and is
Number；
Stress Check,
Self weight moment of flexure: Mq=QqgLc 2/8
Pipeline mid span moment: Mz=Me+Mq
The pipeline span centre circumference stress of moment of flexure production: σmr=Mz/Wp
The circumference stress of pipeline operation: σph=0.5PD/ δ
The axial stress of pipeline operation: σph=0.25PD/ δ
The temperature stress of pipeline operation: σth=αtE(t1-t2)
Pipeline circumference stress: σr=σpr+σmr
Pipeline axial stress: σh=σph+σth
Pipeline maximum shear stress: τz=VZ/A
Pipeline equivalent stress: σz=SQR (σr*σr+σh*σh-σr*σh+3τz*τz)
Seismatic method for pipeline allowable stress:
Pipeline effective span should meet: σz≤σa
Wherein, MqFor moment of flexure of being self-possessed, MzFor pipeline mid span moment, σmrFor the pipeline span centre circumference stress of moment of flexure production, σpr
For the circumference stress of pipeline operation, σphFor the axial stress of pipeline operation, σthFor the temperature stress of pipeline operation, σrFor pipe ring
To stress, σhFor pipeline axial stress, τzFor pipeline maximum shear stress, σzFor pipeline equivalent stress, g is acceleration of gravity, αtFor
The thermal expansion coefficient of steel pipe, E are the elasticity modulus of steel, t1Temperature, t are runed for pipeline2A mouthful temperature, V are touched for Pipe installingZFor
Pipeline combined shear, A are pipeline section area, and η is operating condition enhancement coefficient,For pipe design coefficient, σsIt is strong for the surrender of steel
Degree, σaFor seismic Calculation allowable stress.
It is further improved as of the invention, in step 103, the seismic force calculating of pipeline coagulation soil buttress is specifically included:
Pipeline coagulation soil buttress horizontal seismic force: FSH=k1agQqLc
Pipeline coagulation soil buttress Vertical Seismic Load: FSV=αeFSH
Pipeline coagulation soil buttress lateral seismic force: FSL=FSH*sin(Φ)
Pipeline coagulation soil buttress axially brisance: FSP=FSH*cos(Φ)
Wherein, FSVFor the Vertical Seismic Load that pipeline coagulation soil buttress calculates, FSHThe level calculated for pipeline coagulation soil buttress
Seismic force, FSLFor the lateral seismic force that pipeline coagulation soil buttress calculates, FSPThe Axial Seismic calculated for pipeline coagulation soil buttress
Power, k1To standardize defined earthquake load enhancement coefficient, agFor site ground motion acceleration, QqIt is self-possessed for pipeline and medium linear meter(lin.m.),
LcFor pipeline effective span, αeFor horizontal seismic force design factor, Φ is horizontal earthquake power and pipeline axial angle.
It is further improved as of the invention, in step 104, pipeline coagulation soil buttress Force Calculation is specifically included:
Self weight of pipeline on pipeline coagulation soil buttress: Fqb=Qq*g*Lc
Pipeline coagulation soil buttress Vertical Design load: Fvb=K1FSV-K2Fqb
Pipeline coagulation soil buttress transverse design load: FLb=K1*FSL
Wherein, FqbFor the self weight of pipeline on pipeline coagulation soil buttress, QqIt is self-possessed for pipeline and medium linear meter(lin.m.), g adds for gravity
Speed, LcFor pipeline effective span, K1For dynamic earthquake load coefficient, K2For dynamic load factor of being self-possessed, FSVFor the calculating of pipeline coagulation soil buttress
Vertical Seismic Load, FvbFor the Vertical Seismic Load that pipeline span centre calculates, FSLThe lateral seismic calculated for pipeline coagulation soil buttress
Power；FLbFor pipeline coagulation soil buttress transverse design load.
According to the counted F of above-mentioned metervbAnd FLbValue to the structural stability of pipeline coagulation soil buttress, foundation bearing capacity and
Arrangement of reinforcement is calculated.
It is further improved as of the invention, in step 104, the design of pipeline coagulation soil branch pier structure is specifically included: being used mixed
Xtah Crude Clay structure resists lateral seismic force；It is subject to the connection structure of fixed -piping and pipeline coagulation soil buttress resistance pipeline vertical
Seismic force；The design strength of concrete buttress resists the seismic force for the pipeline coagulation soil buttress being calculated；The pipeline coagulation
Native buttress includes anti-seismic concrete buttress, pipeline connection bolt and pipeline junction steel plate, in anti-seismic concrete buttress upper end
Centre position, which is provided with, is greater than the radius of pipeline with the matched arc groove to lower recess of pipeline, the depth of the arc groove,
The lowest part of the arc groove is higher than the tunnel floor line, and the lower end of the anti-seismic concrete buttress is deep into tunnel floor
Line is hereinafter, arcuate recess surface setting rubber slab insulate.
As further improvement of the invention, this method further includes pipeline anchoring pier structure antidetonation Force Calculation, earthquake shape
Under state, the pipeline anchoring pier of tunnel two sides is primarily subjected to the axially brisance of pipeline and temperature stress, calculating include:
The whole axially brisance of pipeline: FP=L*FSP/Lc
The temperature axle power that pipeline is born: FT=αtE(t1-t2)A
The axial force that single anchoring pier is born: FLA=0.5* (FP+FT)
Wherein, FPFor the whole axially brisance of pipeline, FTFor the temperature axle power that pipeline is born, FLAIt is born individually to anchor pier
Axial force, FSPFor the axially brisance of single pipeline coagulation soil buttress, L is anchoring pier spacing, LcFor pipeline effective span, αt
For the thermal expansion coefficient of steel pipe, E is the elasticity modulus of steel, t1Temperature, t are runed for pipeline2A mouthful temperature is touched for Pipe installing, A is
Pipeline section area；
According to the anchoring pier Aseismic Design stress of calculating, designs anchoring flange and anchor the structure of pier.
The invention has the benefit that pipeline, which is determined by calculation, allows span and pipeline coagulation soil buttress structural earthquake
Power, and pipeline coagulation soil branch pier structure is designed according to calculated result, change the positional relationship of pipeline center of gravity and concrete buttress, fills
Divide the shear resistance using reinforced concrete structure；Pipeline coagulation soil buttress stress is further calculated, while being designed with pipeline anchor
Gu Dun undertakes the axially brisance of pipeline；Make full use of pipeline, pipeline coagulation soil buttress, pipeline anchoring pier and conduit coupling certainly
The structure and material property of body, anti-seismic structure and measure obtain optimization and are promoted, and greatly improve aerial pipeline system in tunnel
Shock resistance.
Detailed description of the invention
Fig. 1 is the Seismic Design Method that roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel described in the embodiment of the present invention
Flow chart；
Fig. 2 is the Seismic Design Method that roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel described in the embodiment of the present invention
The structural schematic diagram of concrete anti-earthquake buttress.
In figure,
1, anti-seismic concrete buttress；2, pipeline connects bolt；3, pipeline junction steel plate；4, pipeline；5, tunnel floor line.
Specific embodiment
The present invention is described in further detail below by specific implementation example and in conjunction with attached drawing.
The Seismic Design Method that roughing-in is maked somebody a mere figurehead in a kind of oil-gas transportation tunnel described in the embodiment of the present invention, sets substantially
Meter condition includes: pipe diameter D=1.219m, pipeline wall thickness δ=0.0278m, design pressure P=12MPa；Pipeline itself and Jie
Matter linear meter(lin.m.) weight Qq=850kg/m, pipeline section modulus WP=0.02331m3, pipeline section product A=0.1044m2, pipeline surrender
Intensity σs=555MPa, pipeline run temperature t1=40 °, pipeline touches a mouthful temperature t2=20 °, anchor pier spacing L=600m, design
The basic acceleration a of earthquake motiong=0.8g, being computed horizontal seismic force design factor is αe=1.4, horizontal earthquake power and pipeline axis
To angle Φ=60 °, pipe design coefficient
Method includes the following steps:
Step 101: primary Calculation determines that pipeline allows span；
According to pipe diameter and difference, the pipeline of self weight, pumped (conveying) medium weight, pumped (conveying) medium temperature and Pipe installing temperature
Material and allowable strength primarily determine that pipeline allows span L by calculatingL=24m.
Step 102: seismatic method for pipeline is checked, and determines that pipeline calculates span；
Pipeline span centre seismic force calculates:
Horizontal seismic force: FH=k1agQqLL=1.3*0.8*9.81*850*24=208129 (N)
Vertical Seismic Load: FV=αeFV=0.65*208129=135284 (N)
Earthquake resultant force:
FS=SQR (FV*FV+FH*FH)=SQR (2081292+1352842)=2478233 (N)
Seismic bending moment: Me=5FSLL/ 16=5*248233*24/16=1861744 (N.m)
Pipe level shearing: VH=FH=208129 (N)
Pipeline vertical shear:
VV=(QqgLL-FV)=(850*9.81*24-135284)=64840 (N)
Pipeline combination is cut:
VZ=SQR (VH*VH+VV*VV)=SQR (1352842+648402)=150020 (N)
Wherein, FVFor the Vertical Seismic Load that pipeline span centre calculates, (N)；FHFor pipeline span centre calculate horizontal seismic force,
(N)；FSFor the earthquake resultant force that pipeline span centre calculates, (N)；MeFor the seismic bending moment of pipeline span centre, (N.m)；VHIt is cut for pipe level
Power, (N)；VVFor pipeline vertical shear, (N)；VZPipeline combined shear, (N)；k1To standardize defined earthquake load combination subitem
Coefficient takes 1.3；agFor site ground motion acceleration, 0.8g；QqIt is self-possessed for pipeline and medium linear meter(lin.m.), 850 (kg)；G adds for gravity
Speed, 9.81 (m/s2)；LLFor primary Calculation determine pipeline allow span, 24 (m)；αeFor Vertical Seismic Load design factor,
0.65。
Stress Check,
Self weight moment of flexure: Mq=QqgLc 2/ 8=850*9.81*242)/8=600372 (N.m)
Pipeline mid span moment: Mz=Me+Mq=1861744+600372=2462116 (N.m)
The pipeline span centre circumference stress of moment of flexure production:
σmr=Mz/Wp=2462116/0.02331=105.6 (MPa)
The circumference stress of pipeline operation:
σpr=0.5PD/ δ=0.5*12*1.219/0.0278=263.1 (MPa)
The axial stress of pipeline operation:
σph=0.25PD/ δ=0.25*12*1.219/0.0278=131.5 (MPa)
The temperature stress of pipeline operation:
σth=αtE(t1-t2)=1.2*10-5* 2.1*1011* (40-20)=50.4 (MPa)
Pipeline circumference stress: σr=σpr+σmr=261.3+105.6=366.9 (MPa)
Pipeline axial stress: σh=σph+σth=131.5+50.4=181.9 (MPa)
Pipeline maximum shear stress: τz=VZ/ A=150020/0.1044=1.44 (MPa)
Pipeline equivalent stress:
σz=SQR (σr*σr+σh*σh-σr*σh+3τz*τz)
=SQR (366.92+181.92-366.9*181.9+3*1.442(the MP of)=317.8a)
Antidetonation allowable stress:
σz≤σa, can be by pipeline effective span LcThe calculating of=24m progress next step；
Wherein, MqFor moment of flexure of being self-possessed, (N.m)；MzFor pipeline mid span moment, (N.m)；σmrFor the pipeline span centre of moment of flexure production
Circumference stress, (N/m2)；σprFor the circumference stress of pipeline operation, (N/m2)；σphFor the axial stress of pipeline operation, (N/m2)；
σthFor the temperature stress of pipeline operation, (N/m2)；σrFor pipeline circumference stress, (N/m2)；σhFor pipeline axial stress, (N/m2)；
τzFor pipeline maximum shear stress, (N/m2)；σzFor pipeline equivalent stress, (N/m2)；G is acceleration of gravity, 9.81 (m/s2)；αtFor
The thermal expansion coefficient of steel pipe, takes 1.2*10-5(1/℃)；E is the elasticity modulus of steel, takes 2.1*1011(N/m2)；t1For pipeline fortune
Seek temperature, 40 (DEG C)；t2A mouthful temperature, 20 (DEG C) are touched for Pipe installing；VZFor pipeline combined shear, (N)；A is pipeline section face
Product, 0.1044 (m2)；η is operating condition enhancement coefficient, takes 1.5 for earthquake checking computations；For pipe design coefficient, according to code requirement
It determines, takes 0.4 by specification；σsFor the yield strength of steel, 555 (MPa)；σaFor seismic Calculation allowable stress, (MPa)；LcFor pipe
Road effective span, 24 (m).
Step 103: span being calculated according to the pipeline that step 102 determines, calculates pipeline concrete buttress structurally brisance；
Pipeline effective span L is determined by step 102c=24m calculates the seismic force of pipeline concrete buttress:
Horizontal seismic force: FSH=k1agQqLc=1.3*0.8*9.81*850*24=208129 (N)
Vertical Seismic Load: FSV=αeFSV=0.65*208129=135284 (N)
Pipeline coagulation soil buttress lateral seismic force:
FSL=FSH* sin (Φ)=208129*sin (60 °)=180245 (N)
Pipeline coagulation soil buttress axially brisance:
FSP=FSH* cos (Φ)=208129*cos (60 °)=104065 (N)
Wherein, FSVFor the Vertical Seismic Load that pipeline coagulation soil buttress calculates, (N)；FSHThe horizontal earthquake calculated for pipeline
Power, (N)；FSLFor the lateral seismic force that pipeline coagulation soil buttress calculates, (N)；FSPIt is calculated axially for pipeline coagulation soil buttress
Brisance, (N)；k1To standardize defined earthquake load enhancement coefficient, 1.3 are taken；agFor site ground motion acceleration, 0.8g；QqFor pipe
Road and the self weight of medium linear meter(lin.m.), 850 (kg)；LcFor pipeline calculate span, 24 (m)；αeFor horizontal seismic force design factor, 0.65；Φ
For horizontal earthquake power and pipeline axial angle, 60 (°).
Step 104: according to the seismic force for the pipeline coagulation soil buttress that step 103 is calculated, designing pipeline coagulation soil branch
Pier structure, and calculate pipeline concrete buttress stress；
Even if being obtained by step 103:
The lateral seismic force of concrete buttress: FSL=180245 (N)=18.02 (t)
Concrete buttress connects Vertical Seismic Load: FSV=135284 (N)=13.53 (t)
Self weight of pipeline on buttress:
Self weight of pipeline on pipeline coagulation soil buttress:
Fqb=Qq*g*Lc=850*9.81*24=2000124 (N)=20.0 (t)
Pipeline coagulation soil buttress Vertical Design load:
Fvb=K1FSV-K2Fqb=1.4*13.53-1.0*20.0=-1.06 (t)
Pipeline coagulation soil buttress transverse design load: FLb=K1*FSL=1.4*18.0425=25.23 (t)
Wherein, FqbFor the self weight of pipeline on pipeline coagulation soil buttress, QqIt is self-possessed for pipeline and medium linear meter(lin.m.), g adds for gravity
Speed, LcFor pipeline effective span, K1For dynamic earthquake load coefficient, K2For dynamic load factor of being self-possessed, FSVFor the calculating of pipeline coagulation soil buttress
Vertical Seismic Load, FvbFor the Vertical Seismic Load that pipeline span centre calculates, FSLThe lateral seismic calculated for pipeline coagulation soil buttress
Power；FLbFor pipeline coagulation soil buttress transverse design load.
According to the counted F of above-mentioned metervbAnd FLbValue to the structural stability of pipeline coagulation soil buttress, foundation bearing capacity and
Arrangement of reinforcement is calculated.
Carry out the design of pipeline coagulation soil branch pier structure:
Lateral seismic force is resisted with pipeline coagulation soil buttress concrete structure；With fixed -piping and pipeline coagulation soil buttress
Connection structure resists Vertical Seismic Load；The design strength of concrete buttress can resist the pipeline coagulation soil buttress being calculated
Seismic force；Pipeline coagulation soil buttress includes that anti-seismic concrete buttress 1, pipeline connection bolt 2 and pipeline junction steel plate 3, antidetonation are mixed
1 upper-center position of solidifying soil buttress is provided with to be greater than with the matched arc groove to lower recess of pipeline 4, the depth of arc groove
The lowest part of the radius of pipeline 4, arc groove is higher than tunnel floor line 5, and the lower end of anti-seismic concrete buttress 1 is deep into tunnel bottom
Printed line 5 is hereinafter, arcuate recess surface setting rubber slab insulate；The bearing height of pipeline coagulation soil buttress can guarantee pipeline maintenance sky
Between, 4 bottom of pipeline and tunnel floor line 5 are apart from no less than 400mm.
Step 105: the pipeline coagulation soil buttress knot that span and step 104 design is calculated according to the pipeline that step 102 determines
Structure determines the arragement construction of tunnel inner concrete buttress and the connection type of concrete buttress and pipeline, in pipeline coagulation soil buttress
In the heart away from for 24m, the pipeline coagulation soil buttress designed in tunnel every 24m one step 104 of setting, pipeline center of gravity should be lower than
Lateral seismic force F is resisted with concrete buttress structure in concrete buttress top surfaceSL；Bolt is connected by pipeline, and pipeline is connected into steel
Plate is fixed on pipeline coagulation soil buttress, for resisting Vertical Seismic Load FSV；The longitudinally brisance F of pipelineLBy two side pipe of tunnel
Road anchoring pier undertakes.
Further, under earthquake state, the pipeline anchoring pier of tunnel two sides is primarily subjected to the axially brisance and temperature of pipeline
Stress is spent,
The whole axially brisance of pipeline:
The temperature axis that pipeline is born:
FP=L*FSP/Lc=600*10405/24=2601612 (N)=260.16 (t)
FT=αtE(t1-t2) A=1.2*10-5*2.1*1011**(40-20)*0.1044
=5261760=326.1 (t)
The axial force that single anchoring pier is born:
FLA=0.5* (FP+FT)=0.5* (260.16+526.1)=393.13 (t)
Wherein, FPFor the whole axially brisance of pipeline, (N)；FTFor the temperature axle power that pipeline is born, (N)；FLAFor single anchor
The axial force that Gu Dun is born, (N)；FSPFor single pipeline coagulation soil buttress axially brisance, (N)；L is to anchor pier spacing, 600
(m)；LcFor pipeline effective span, 24 (m)；αtFor the thermal expansion coefficient of steel pipe, 1.2*10 is taken-5(1/℃)；E is the elasticity of steel
Modulus takes 2.1*1011(N/mm2)；t1Temperature, 40 (DEG C) are runed for pipeline；t2A mouthful temperature, 20 (DEG C) are touched for Pipe installing；A is
Pipeline section area, 0.1044 (m2)。
According to the anchoring pier Aseismic Design stress of calculating, the structure design for anchoring flange, anchoring pier provides foundation.
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field
For art personnel, the invention may be variously modified and varied.All within the spirits and principles of the present invention, made any to repair
Change, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (7)
1. making somebody a mere figurehead the Seismic Design Method of roughing-in in a kind of oil-gas transportation tunnel, which is characterized in that this method includes following
Step:
Step 101: primary Calculation determines that pipeline allows span；
Step 102: seismatic method for pipeline is checked, and determines that pipeline calculates span；
Step 103: span being calculated according to the pipeline that step 102 determines, calculates pipeline concrete buttress seismic force；
Step 104: according to the seismic force for the pipeline coagulation soil buttress that step 103 is calculated, designing pipeline coagulation soil buttress
Structure, and calculate pipeline concrete buttress stress；
Step 105: the pipeline coagulation soil branch pier structure that span and step 104 design being calculated according to the pipeline that step 102 determines, really
Determine the arragement construction of tunnel interior conduit concrete buttress and the connection type of pipeline coagulation soil buttress and pipeline.
2. making somebody a mere figurehead the Seismic Design Method of roughing-in, feature in a kind of oil-gas transportation tunnel according to claim 1
It is, in step 101, according to the difference of pipe diameter and self weight, pumped (conveying) medium weight, pumped (conveying) medium temperature and Pipe installing temperature
Value, pipe material and allowable strength primarily determine that pipeline allows span by calculating.
3. making somebody a mere figurehead the Seismic Design Method of roughing-in, feature in a kind of oil-gas transportation tunnel according to claim 1
It is, is specifically included in step 102:
Pipeline span centre seismic force calculates,
Horizontal seismic force: FH=k1agQqLL
Vertical Seismic Load: FV=αeFH
Earthquake resultant force: FS=SQR (FV*FV+FH*FH)
Seismic bending moment: Me=5FSLL/16
Pipe level shearing: VH=FH
Pipeline vertical shear: VV=(QqgLL-FV)
Pipeline combined shear: VZ=SQR (VH*VH+VV*VV)
Wherein, FVFor the Vertical Seismic Load that pipeline span centre calculates, FHFor the horizontal seismic force that pipeline span centre calculates, FSFor pipeline across
The earthquake resultant force of middle calculating, MeFor the seismic bending moment of pipeline span centre, VHFor pipe level shearing, VVFor pipeline vertical shear, VZPipe
Road combined shear, k1Partial safety factor, a are combined to standardize defined earthquake loadgFor site ground motion acceleration, QqFor pipeline and
The self weight of medium linear meter(lin.m.), g is acceleration of gravity, LLAllow span, α for the pipeline that primary Calculation determineseIt is calculated for horizontal seismic force and is
Number；
Stress Check,
Self weight moment of flexure: Mq=QqgLc 2/8
Pipeline mid span moment: Mz=Me+Mq
The pipeline span centre circumference stress of moment of flexure production: σmr=Mz/Wp
The circumference stress of pipeline operation: σpr=0.5PD/ δ
The axial stress of pipeline operation: σph=0.25PD/ δ
The temperature stress of pipeline operation: σth=αtE(t1-t2)
Pipeline circumference stress: σr=σpr+σmr
Pipeline axial stress: σh=σph+σth
Pipeline maximum shear stress: τz=VZ/A
Pipeline equivalent stress: σz=SQR (σr*σr+σh*σh-σr*σh+3τz*τz)
Seismatic method for pipeline allowable stress: σa=η ζ σs
Pipeline effective span should meet: σz≤σa
Wherein, MqFor moment of flexure of being self-possessed, MzFor pipeline mid span moment, σmrFor the pipeline span centre circumference stress of moment of flexure production, σprFor pipe
The circumference stress of road operation, σphFor the axial stress of pipeline operation, σthFor the temperature stress of pipeline operation, σrIt is answered for pipeline circumferential direction
Power, σhFor pipeline axial stress, τzFor pipeline maximum shear stress, σzFor pipeline equivalent stress, g is acceleration of gravity, αtFor steel pipe
Thermal expansion coefficient, E be steel elasticity modulus, t1Temperature, t are runed for pipeline2A mouthful temperature, V are touched for Pipe installingZFor pipeline
Combined shear, A are pipeline section area, and η is operating condition enhancement coefficient, and ζ is pipe design coefficient, σsFor the yield strength of steel, σa
For seismic Calculation allowable stress.
4. making somebody a mere figurehead the Seismic Design Method of roughing-in, feature in a kind of oil-gas transportation tunnel according to claim 1
It is, in step 103, the seismic force calculating of pipeline coagulation soil buttress is specifically included:
Pipeline coagulation soil buttress horizontal seismic force: FSH=k1agQqLc
Pipeline coagulation soil buttress Vertical Seismic Load: FSV=αeFSH
Pipeline coagulation soil buttress lateral seismic force: FSL=FSH*sin(Φ)
Pipeline coagulation soil buttress axially brisance: FSP=FSH*cos(Φ)
Wherein, FSHFor the horizontal seismic force that pipeline coagulation soil buttress calculates, FSVThe vertical seismic action calculated for pipeline coagulation soil buttress
Power, FSLFor the lateral seismic force that pipeline coagulation soil buttress calculates, FSPFor the axially brisance that pipeline coagulation soil buttress calculates, k1For
Earthquake load enhancement coefficient, a as defined in standardizinggFor site ground motion acceleration, QqFor the self weight of the linear meter(lin.m.)s such as pipeline and medium, LcFor
Pipeline effective span, αeFor horizontal seismic force design factor, Φ is horizontal earthquake power and pipeline axial angle.
5. making somebody a mere figurehead the Seismic Design Method of roughing-in, feature in a kind of oil-gas transportation tunnel according to claim 1
It is, in step 104, the Force Calculation of pipeline coagulation soil buttress is specifically included:
Self weight of pipeline on pipeline coagulation soil buttress: Fqb=Qq*g*Lc
Pipeline coagulation soil buttress Vertical Design load: Fvb=K1FSV-K2Fqb
Pipeline coagulation soil buttress transverse design load: FLb=K1*FSL
Wherein, FqbFor the self weight of pipeline on pipeline coagulation soil buttress, QqIt is self-possessed for pipeline and medium linear meter(lin.m.), g is acceleration of gravity,
LcFor pipeline effective span, K1For dynamic earthquake load coefficient, K2For dynamic load factor of being self-possessed, FSVIt is calculated for pipeline coagulation soil buttress perpendicular
To seismic force, FvbFor the Vertical Seismic Load that pipeline span centre calculates, FSL, for the lateral seismic force of pipeline coagulation soil buttress calculating；FLb
For pipeline coagulation soil buttress transverse design load；
According to the counted F of above-mentioned metervbAnd FLbValue to the structural stability of pipeline coagulation soil buttress, foundation bearing capacity and arrangement of reinforcement into
Row calculates.
6. making somebody a mere figurehead the Seismic Design Method of roughing-in, feature in a kind of oil-gas transportation tunnel according to claim 5
It is, in step 104, the structure design of pipeline coagulation soil buttress is specifically included: resisting lateral seismic force with concrete structure；With
The connection structure of fixed -piping and pipeline coagulation soil buttress resists the Vertical Seismic Load that pipeline is subject to；The design of concrete buttress is strong
Degree resists the seismic force for the pipeline coagulation soil buttress being calculated；The pipeline coagulation soil buttress include anti-seismic concrete buttress,
Pipeline connects bolt and pipeline junction steel plate, the anti-seismic concrete buttress upper-center position be provided with pipeline it is matched to
The arc groove of lower recess, the depth of the arc groove are greater than the radius of pipeline, and the lowest part of the arc groove is higher than institute
Tunnel floor line is stated, the lower end of the anti-seismic concrete buttress is deep into tunnel floor line hereinafter, the arcuate recess surface is set
Set rubber slab insulation.
7. making somebody a mere figurehead the Seismic Design Method of roughing-in, feature in a kind of oil-gas transportation tunnel according to claim 1
It is, this method further includes pipeline anchoring pier structure antidetonation Force Calculation, comprising:
The whole axially brisance of pipeline: FP=L*FSP/Lc
The temperature axle power that pipeline is born: FT=αtE(t1-t2)A
The axial force that single anchoring pier is born: FLA=0.5* (FP+FT)
Wherein, FPFor the whole axially brisance of pipeline, FTFor the temperature axle power that pipeline is born, FLAFor the axis for individually anchoring pier receiving
Xiang Li, FSPFor the axially brisance of single pipeline coagulation soil buttress, L is anchoring pier spacing, LcEven if for pipeline span, αtFor steel
The thermal expansion coefficient of pipe, E are the elasticity modulus of steel, t1Temperature, t are runed for pipeline2A mouthful temperature is touched for Pipe installing, A is pipeline
Area of section；
According to the anchoring pier Aseismic Design stress of calculating, designs anchoring flange and anchor the structure of pier.
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202927262U (en) * | 2012-11-26 | 2013-05-08 | 中国石油集团工程设计有限责任公司 | Pipeline installation pillar in oil/gas pipeline tunnel |
| US20170356144A1 (en) * | 2015-09-18 | 2017-12-14 | Hohai University | Assembled type pier column member with steel-concrete composite structure |
-
2019
- 2019-05-08 CN CN201910381852.2A patent/CN110096825B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202927262U (en) * | 2012-11-26 | 2013-05-08 | 中国石油集团工程设计有限责任公司 | Pipeline installation pillar in oil/gas pipeline tunnel |
| US20170356144A1 (en) * | 2015-09-18 | 2017-12-14 | Hohai University | Assembled type pier column member with steel-concrete composite structure |
Non-Patent Citations (2)
| Title |
|---|
| 孙靖云等: "地震载荷工况下隧道内油气管道应力分析研究", 《应用力学学报》 * |
| 李潇南: "油气管道隧道地震动力响应规律研究", 《中国优秀硕士学位论文全文数据库（电子期刊）工程科技I辑》 * |
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