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GBT 51273-2018 英文版 石油化工钢制设备抗震鉴定标准.pdf

(5.2.5 nAhl2 NhAb

[o]b.—allowable tensile stress of anchorbolts for seismic appraisal(MPa). 5.2.6The shear stress ofanchorboltsmaybe calculated according tothefollowing formula:

n'bquantityof anchorbolts subjectedtoshearstress; [t].allowable shear stress of anchor bolts for seismic appraisal(MPa),which is taken as O.8[o]t. 5.2.7In the case of stacked vessels under earthquake action,the saddle reaction to the j vessel may be calculatedaccordingtothefollowingformula

GB/T 33754-2017 气田生产系统能耗测试和计算方法h,distance between the bottom surface of saddle of the j vessel and the ground or framework (mm）; Fvi—vertical earthquake action on the ih vessel(N); [oyallowable tensile stress for seismic appraisal of connecting bolts of saddle of the jhvessel (MPa). 5.2.10Inthe case of stackedvessels,the shear stress ofconnecting(anchor)bolts of the saddleof thej yesselmaybecalculatedaccordingtofollowingformula:

tjshearstress of connectingbolts of the saddle ofthejvessel(MPa); nb,quantityofanchorbolts subjectedtoshearstress; tJoyallowable shear stress for seismic appraisal of connecting bolts of saddleof thejhves (MPa).

53 Seismic measures

6.1.1The seismic appraisal of verticalvessels supported greater than1Om(including the height of legs)and a height/ diameterrationot greaterthan5shallmeettherequirements ofthis chapter. 6.1.2When seismic appraisalisrequired,theappearance ofvertical vessels supported bylegs shall meet thefollowing equirements: 1The welds between the legs and the shell shall be fully filled,and shall befree of cracks or other surface defects; 2Eachleg shall befastened to the foundation with nchorbolts; 3The legs shall notget deformed obviously

Verticalvesselssupportedbylegs

6.1General requirements

Figure 6.1.1 Vertical vessels supported by legs

4Where the seismic precautionary intensity is 8 degree or above,and the diameter of the vessel is greaterthan80Omm,thequantityoflegsshouldnotbelessthan4. 6.1.3The seismic checking may be exempted for vertical vessels supportedbylegs in any of the following cases,but therequirements in Article 6.1.2 shall be met also: 1Theseismicprecautionary intensityis6degree; 2In the case of vertical vessels supportedby legs which are installed on structures,their diameter is less than 1.Om, height is less than 2m(including the height of legs)and the height of legs is less than 0.5m,theseismicprecautionaryintensityisbelow8degree; 3In the case of vertical vessels supported by legs which are installed on ground,the diameter is ess than 1.2m, height is less than 3m(including the height of legs)and the height of legs is less than

6.1.5The earthquake actiononvertical vessels supportedbylegs shallbecalculatedaccordingtothe requirementsofthecurrentnationalstandardGB/T50761StandardforSeismicDesignofPetrochemical SteelEquipments

6.2Earthquakeeffectand seismic checking

5.2Earthquakeeffectand seismicchecking

6.2.1The calculation of earthquake action effect and seismic checking of vertical vessels supported by legs shallbecarried outaccording to therequirements of currentnational standard GB/T50761 StandardforSeismicDesignofPetrochemicalSteelEquipments. 6.2.2The allowable stress for seismic appraisal of vertical vessels supported by legs shall meet th

requirementofArticle4.0.2

6.3Seismicmeasures

Verticalvesselssupportedbylugs

7.1Generalrequirements

The seismic appraisal of vertical vessels supported by lugs (Figure 7.1.1) shall meet irements ofthe chanter.

7.1.3Inthecase of vertical vessels supported bylugswhichhaveadiameter of less than2mand distance between tangent lines of less than 5m,if the seismic precautionary intensity is less than8 degree,seismic appraisal and checking may be exempted except the requirement in Article 7.1.2. 7.1.4The seismic checking for vertical vessels supported by lugs shall involve: 1Strengthcheckingforlugs; 2Strengthcheckingforanchorbolts; 3Strengthchecking for connection welds between lugs and cylinder; 4Checking of local stress of cylinder at points where the cylinder joins the lugs. 7.1.5The earthquake action on vertical vessels supportedby lugs shall be calculated according to the equirementsofthecurrentnationalstandardGB/T50761StandardforSeismicDesignofPetrochemical SteelEquipments.

7.2Earthquakeeffectand seismicchecking

7.2.1Thecalculationofearthquakeactioneffectandseismiccheckingofverticalvesselssupportedby lugs shall becarriedout accordingtotherequirements of thecurrent national standard GB/T50761 StandardforSeismicDesignofPetrochemicalSteelEquipments. 7.2.2The allowable stress for seismic appraisal of vertical vessels supported by lugs shall meet the requirementofArticle4.0.2

.3Seismicmeasures

s.1Where the appearance or strength of the connection welds between lugs and the cylinder can et the requirements, repair welding shall be carried out and the welds shall be subjected to n structive test.

7.3.2Where the strength of lugs can not meet the requirements,the lugs shall be reinforced. 7.3.3Where the local stress intensity of the cylinder at points where the cylinder join the lugs can not meet the requirements,pad plate shall be provided for purpose of reinforcing,or other measures shall be taken. 7.3.4Forunfixed vertical vesselssupportedby lugs,measures shallbetaken torestrictmovement

.2Where the strength of lugs can not meet the requirements,the lugs shall be reinforced. .3Where the local stress intensity of the cylinder at points where the cylinder join the lugs can et the requirements,pad plate shall be provided for purpose of reinforcing,or other measures shall n. .4Forunfixedvertical vessels supportedbylugs,measures shallbetakentorestrictmovement

8 Verticalvesselssupportedbyskirts

8.1 General requirements

Table 8.1.4 Spacing of ribs of anchor bolt chair(mm)

Note:d is nominal diameter of anchor bolt.

8.1.5The seismic appraisal of vertical vessels supported by skirts shall involve: 1 Strengthcheckingforconnectionbetween skirtand shell; 2Checking foranchorbolt chair. 8.1.6The earthquake action on vertical vessels supported by skirts shall be calculated according to the requirementsofthecurrentnationalstandardGB/T50761StandardforSeismicDesignofPetrochemica SteelEquipments

8.2Earthquake effect and seismic checking

Figure 8.2.1 Diagram of earthquake action on vertical vessels supported by skirts

Mea+0.25Mwa+M M. = m.gl.

2. Zw=0.55Do.o A. = 0. 7元D.0.

M,calculatedmomentofrectangularplate(N·mm); M,moment of rectangular plate withrespect to.r axis(N·mm); M,momentof rectangularplatewithrespecttoyaxis(N·mm);

Ob = 1.736 Volmax/ [Lo]s A

Cxmoment coefficient of rectangular plate with respect to axis,which is taken according to Table8.2.8; Cymoment coefficient of rectangular plate with respect to y axis, which is taken according to Table8.2.8; /mavimum distance hetween inner sides of two adiacent rihs(mm)

Table8.2.8; maximumdistancebetween inner sides oftwoadjacentribs(mm). Table 8.2.8Moment coefficients C.and C.of rectangular plat

(maximum distancebetween innersidesof two adjacent ribs(mm). Table8.2.8MomentcoefficientsC,andC,ofrectangularplat

Table 8.2.8Moment coefficients C. and C,of rectangular plate

l—distancebetween innersides of ribs(mm); d;—diameterofanchorboltholeincoverplate(mm); 0,—thicknessofcoverplate(mm); [o]—material allowable stress of coverplate(MPa), 8.2.11The stress of partitioned cover plate with wearplatemaybe calculated according to the

ldistancebetween innersides of ribs(mm); d;—diameterofanchorbolt hole in coverplate(mm); 0,—thicknessofcoverplate(mm); [o]material allowablestressofcoverplate(MPa), .11The stress of partitioned coverplatewithwearplate maybe calculated according to

8.3Seismic measures

9 Sphericaltankssupportedbycolumns

9.1 General requirements

9.2Earthquake effect and seismic checking

Gegravity loadapplied on each supportcolumn when sphericaltank is underoperating condition(N); meequivalent mass of spherical tank under operating condition(kg),which is calculated according to the relevant requirements of the current national standard GB/T 50761 Standard for Seismid DesignofPetrochemicalSteelEquipments; nquantityof supportcolumns. 9.2.2The maximum bending moment caused by horizontal earthquake action and horizontal wind forcemay be calculated accordingtothefollowing formulas:

Mmax = FmaxL Fmx=F.+0.25F

Mmaxmaximum bending moment caused by horizontal earthquake action and horizontal wind force (N·mm）; Fmaxmaximumhorizontalforce(N); Ldistance from the equatorial plane of the spherical shell to the center of pin at the upper gusset (mm）； Fdesign value of horizontal earthquake action of spherical tank, which is calculated according to the relevant requirementsof the currentnational standard GB/T50761Standard for Seismic DesignofPetrochemicalSteelEquipments(N); Fwhorizontal wind force of spherical tank,which may be calculated according to the relevant requirements ofthecurrent national standard GB 12337SteelSpherical Tanks(N). 9.2.3Theverticalload applied onsupportcolumns caused bythemaximumbendingmomentmaybe calculated according to the following formula

Fvertical load applied on the i support column caused by the maximum bending moment(N); ,azimuth angle of the support column(°),which is calculated according to Article 9.2.4; Rradiusofcentercircleofsupporl columns(mm), 9.2.4The azimuth angle of theih support column shall bedetermined according tothefollowi requirements: 1When the force is applied from direction A,the azimuth angle of the support columns may calculatedaccordingtofollowingformula:

2wWhen the force is applied from direction B,the azimuth angle of the support columns may be calculatedaccordingtofollowingformula:

lollowingrequirements:

1When any two neighboring support columns are connected with a tie rod, the vertical load applied bythetie rod on the support column maybe calculated according to following formula:

2When a tie rod is connected between alternate support columns,the vertical load applied by the tierod onthesupportcolumnmaybecalculated accordingtofollowingformula:

0, = ( + 2)360

2)When theforce is applied from direction B,the azimuth angle of the tie rod may be calculated usingthefollowingformula

GB/T 28681-2012 百合、马蹄莲、唐菖蒲种球采后处理技术规程able 9.2.8Calculation of (E)...(P.)..rand(F+P.).

Note:a=M../R.bF.../R

Where： Coemembrane stress along equator line of the spherical shell under operating condition(MPa); pdesign pressure(MPa); poeliquid hydrostatic pressure of medium along equator line under operating condition(MPa) ; D,—inside diameter of spherical shell(mm); 0effectivethickness of spherical shell(mm). 9.2.10 The eccentric bending moment on support columns under operating condition may be calculated accordingtofollowingformula:

Moeccentric bending moment on support column under operating condition(N·mm); R,—inside radius of spherical shell(mm); μpoisson's ratio of the material of spherical shell,which is taken as μ=0.3; Ematerial elasticity modulus of the spherical shell under room temperature(MPa). 9.2.11The additional bending moment on a support column under operating condition may be calculated accordingtofollowingformula

M。total bending moment on a support column under operating condition(N·mm). .13The stability of a support column under operating condition maybe determined according owingformmlas:

lernessratioandtypeofcolumnand maleriai columnn

DB43T 1656-2019 湿巾中丙二醇含量的测定 气相色谱-质谱联用法（GC-MS）Note: The intermediate values are calculated by linear interpolation method

lote: Thc intermcdiatc values are calculated by linear interpolation n

2The frictional forcebetween thebaseplateof supportcolumn andthefoundationmay