21-q437s t0102钢结构设计说明及施工要求mbps cesw90uef dct

1、4321DateNameNoteEngineerFICHTNEROwnerBOTSWANAER CORPORATION (BPC)Gaborone BotswanaMBPS - Morupuer SionProject No. 2006PKM-No:MBPS-W-90-UEF-DC-9948-000-21T0102EPC ContractorCHINA NATIONAL ELECTRIC EQUIPMENT CORPORATIONSHENBLOWER WORKSSHENCHINADesign InstituteLIAONING ELECTRICER SURVEY & DESIGN INSTIT

2、UTELEPDIBOTSWANA MORUPULE BER SION PROJECTDETAILDESIGN STAGEAPPROVED BYGeneral Design Specifications and Construction Requirements for Steel Structure Works钢结构设计说明及施工要求REVIEWED BYCHECKED BYDESIGNED BYDATESCALEDWG NO21-Q437 S-T01020工程名称：Botswana MorupuMORUPU设计阶段：Detail Designer Sion Project燃煤电站工程施工图设

3、计External Coal Handling System厂外运煤系统General Design Specifications and Construction Requirements for Steel Structure Works钢结构设计说明及施工要求电力工程设计甲级060021-sj工咨甲 20620070008工程甲级资质辽 宁 电 力 勘测 设 计 院2011 年 1 月沈阳工程21-Q437 S-T0102CONTENTSCHAPTER1GENERAL1.11.2GeneralBasis of designCHAPTER2DESIGNSPECIFICATIONSFORST

4、EELSTRUCTRE WORKS2.12.22.32.42.5Scope of applicationMajor adopted design parameters and regulation & standard Selection of major construction materialsConnection of steel structureCoating of steel structureCHAPTER3CONSTRUCTIONREQUIREMENTSOFSTEEL STRUCTURE WORKS3.13.23.33.43.53.63.73.83.93.10Normal r

5、equirementsQuality requirement of materials Welding of steel structureBolted connection of steel structure Manufacture of steel structure Preassembly in workshopTransporion and storage Installation of steel structureConstruction and management of coatingPrecautions of construction1CHAPTER 1GENERAL1.

6、1 General1.1.1 Project size:The project is Botswana Morupu plant is of 4150MW.er sion project and the capacity of this1.2 Basis of designConceptual designContract appendix bets of Botswana Morupuer sion project.nthe owner and CMECforthe BotswanaMorupuer sion project.The minutes of all coordinate mee

7、tings and routine letters for this project;Examination opinion in conceptual design phase;2CHAPTER 2Design specifications for steel structure works2.1 Scope of application2.1.1 This volume asthe commonspecificationsfor External Coal HandlingSystem steel structure app s to engineering design. for spe

8、 explanations in each of volumeeach of volumes concerned steel structure in civillrequirement, please look at the separateddrawings.The design service lifeis 30 years.The structure use and working environment shall not be changed if not technologyidentification or design permis.2.2 Major adopted des

9、ign parameters and regulation & standard2.2.1 Major design parameter:Reference wind prere:0.53KN/m2;Design basic acceleration of ground motion:0.05gType of site soil:2.2 .2 Major rules & regulations and standard:a. Major design regulation and standard used for designLoad code for the design of build

10、ing structuresCode for design of steel structures(GB 50009-2001) (GB50017-2003)3) Design & construction acceptan steel structurepecificationfor high strength bolt connection(JGJ 82-91) (GB50011-2001)4) Code for seismic design of buildings5) Technical stipulation for the design of civil structure of

11、thermallant(DL 5022-93)6) Technical specification for Welding of steel structure of building(JGJ 81-2002)steel structure(CECS 24:90)7) Application technique specification for fireproof pa8)Experimenion means of capability offireproof paof construction member(GB 9978)(GB 14907)9) Fireproof paof steel

12、 structure of buildingb. Major regulation and standardt should be followed during construction1) Code for acceptance of construction quality of steel structures(GB 50205-2001)2) Construction and acceptance technique specification forer construction(SDJ 69)3) Basal form and dimenof welding seam rof h

13、andmade electric-arc welding(GB 985)Design& construction acceptan steel structureWelding rod with carbon steelWelding rod with low-alloy steelpecification for high strength Bolt connection(JGJ 82-91)(GB/T 5117-1995)(GB/T 5118-1995)7) Carbon steel and low-alloy steel used fas protection electric-arc

14、welding3(GB/T 8110-95)8) Soldering flux used for embed-arc welding with carbon steel(GB 5293-85)9)Soldering flux used for melting welding(GB/T 14957-94)c. All updated edition for the above-mentioned regulations and standards should beused,andtheotherregulationsandstandardsequivalenttotheabove-mentio

15、ned may be adopted after checked by designer.2.3 Selection of major construction materials2.3.1 Steels and section steel:2.3.1.1 Material: Chisteel Q235B and Q345B shall be used in all load-carryingstructures including member and its joplate.2.3.1.2quality shouldThe steels and section steel should a

16、ll have the eligible report of completeexamination. The mechanical property and chemical comition of steelsconformtoeach of requirements in section 3.3 of Code for design ofsteel structures(GB50017-2003) &the otherrelevant Chicode; Quality ofthe material shall be subject to bolted connection & weldi

17、ng, and shall be suitable for the procedure of prosing, fabrication and welding adopted for the connections.All HW, HM & HN section steels and steel plates should be met with the Chi standardssuchas GB700-88and GB/T1591-94. All the steel members used as the frames column, beam and bracing should als

18、o meet the following demands at the same time:a). The steel musve the qualified arance oftensile strength, extending rate,yield strength should have a elements; The(or yield po) and cold bendingtest; Atthe sametime,itrance ofsulphur, phosphorus, carbon and content of other metallicsteelsstrengthtoyi

19、eld ratio is greatern 1.2,andthesteelshouldhaveobviourrender steps and the good weld ability, whichextending rate is greatern 20% and the carbon content is not greatern 0.2%.t directionb). Not thickern the steel plate of 40mmto needto adopt steelperformanceof thickness guaranteed to the thickness, a

20、nd its every correspondingcharacteristic ofitshould not be lowern grade Z15 of the Chicode Steelplate with direction performance of thickness .c).All connecting plates should select the same steel plates with different thicknessas the connected maaterial for use.d).Specification size, weight,figure

21、and dimentolerance of steel plate andsection steel should conform to Code for acceptance of construction quality of steel structuresand the other corresponding Chistandard requirements.2.3.2 Profiled steel sheeting:The profiled steel sheeting should be served as permanent for floor structure. Thewav

22、eheightshouldbelowern51mm.Temporarybracingusedinconstruction should be set by civil work contractor. Construction live load forprofiled steel sheeting is2KN/m.Duringconstruction,thedeflectionsofprofiledsteelsheetingshallnot exceed 1/180 of span (being distance of4bracing). For specifications of the

23、profiled steel sheeting used for the external wall and roofing, please see the architectural drawing.2.3.3 High strength bolt:1) Technical specification sets of tor washer shall refer to The Peoplessheartype H.S.F.Gbolt,nutandNational Standard Technicalrequirementforsets of tor for steel structures,

24、Tor steel structure.2) Large hexagon head highshear type high strength bolt nutand plain washer sheartypehighstrengthbolt connection forstrength bolts shallmeettherequirements of thecurrent national standards “high strength bolts with structures “ (GB/T1228-91), “ high strength large structures “ (G

25、B/T1229-91), “high strength plainlarge hexagon head for steel hexagon head nuts for steel washers for steel structures“(GB/T1230-91), “specification of highstrength bolts with large hexagon head, large hexagon nut and plain washer for steel structures “ (GB/T3663). Materials mended and performance g

26、rade for high-strength bolts seetable 2.3.3.-1.Table 2.3.3.-1High strength bolt, nut and plain washer3) Pretenvalues P (kN) of each high-strength bolt isable 2.3.3-2.Table2.3.3-2PretenValue (KN) for each High Strength BoltHigh strength blot shall be usedhe projefollows: Torshear type highstrength bo

27、lt High strength bolt shall be calculated as follows: friction type4) The length of high strength bolt calculated as follows: bolt length = web or flangethickness of connected member + joplate thickness (includingt of filllate) +acal length (refer to Table 2.3.3-3). The quality of material of the fi

28、lllateand the prosing method of friction surfahall be identical witht of connected5Grade of BoltPretenvalue (P) for each high strength bolt（kN）M16M20M22M248.8 grade8012515017510.9 grade100155190225typeProperty gradeSteel graderemarkLarge hexagon headhigh strength boltbolt8.8 gradeSteel 45M2210.9 gra

29、de20MnTiBM24nut8H35oUsed with 8.8 gradenut10H15MnVBUsed with 10.9 gradenutwasherhardnessSteel 45Twowasherfor each boltTorshear Type high strengthboltbolt10.9 grade20MnTiBnut10H15MnVBwasherhardnessSteel 45asher for eachboltmember.Table 2.3.3-3Acsorial Length of High Strength Bolt5) The hole size and

30、distance of bolt without espelly notes can see Table 2.3.3-4Table 2.3.3-4(Unit: mm)6) All high strength bolts are not allowed for repeated use.2.3.4 Making hole1) The hole for high strength bolt shall be drilled. The preciof the hole shouldconform to H15. The surface roughness of bore: Ra25 um. All

31、the bores of the high strength bolt shall be class I, and the allowable deviation of their size should conformto requirementTable 2.3.4able 2.3.4.Allowable Deviation of Bore Size of High Strength Bolt6NoItemNominalDiameterandAllowable Deviation（mm）1BoltNominal Diameter16202224Allowable Deviation+0.4

32、300.5200.5200.520Bolt HoleNominal Diameter18222426Allowable Deviation+0.4300.5200.5200.5202-round rate (Difference bet n the Max. and the Min. diameters)1.01.51.51.53Inclination of CenterlineNot greatern 3% of the thickness of steel plate, thickness of singleplateBolt diameterDiameter ofthebolt hole

33、Norm distanceMinimum distanceSide distance inthedirection parallelto loadingSide distancehedirectionpendicular to loadingM1617.570553535M2021.580654545M222480755050M242690805555Nominal Diameter of Bolt（mm）Acsorial Length of Bolt（mm）M1625M2235M2030M24402) The allowable deviation for the hole location

34、 of ordinary members shall be subject to the relevant regulations. The burrs caused from cutting, punching, drilling andother mechanical operation must be cut or dressed off in workshop to ensure edges of members are compley flat.2.3.5 Faying surface treatmentt the1)Faying surfahall be subject to sa

35、nd blasting, after which the surface of basematerial shall be up to Grade Sa2(1/2) with grayish-white color, the surface roughnessup to 5070m,and the coefficient of slidingfor the friction surface notlessn Table 2.3.5.If the friction factor fails, the bolt with highretencanbe selected for making up.

36、Table 2.3.5slip coefficientat frictionerfaceBlast-cleaning shall be usedhe project.2)Thetreatedfrictionsurfaceshallbeprotectionwell:Therustingperiod generally cant exceed 90 days; There must be no marking on the frictionsurface of the jo repeatedly.of high strength bolts, and the friction surface ca

37、nt be used3)Test on the anti-slide coefficient shall be performed on thetreatedfrictionsurfainbatchbefore leaving factory with the minimum value of the withthe requirement of design.When leaving factory,coefficient accordingthree sets of test specimens withthe identicalquality ofmaterial, batch offa

38、brication, performance grade, prosing method offrictionsurface, and boltdiameter shall be attached with the members in batch, and its anti-slide coefficient shall be checked by installation team. A great care shall be given to the friction surfa of the test specimens during transpor ion to prevent f

39、rom any damage.4) Thefrictionsurfacesnot gonethroughtreatment does notconformto the requirement of design and shall be subject to treatment and tested again.2.3.6 Welding materials1) Weldingelectrode, membertobe welded.wireandfluxshallbesuitableforsteel2) Welding of H section steel shall subject to

40、automatic welding or semi-automatic welding.3)Weldsurfaceshallbeinspectedtoensurethecleaningcompswiththerequirement of quality before welding.7Faying surface treatmentSteel grade of connected partsQ235Q345Q390Blast-cleaning0.450.50Inanic zinc pacoated after blast-cleaning0.350.40not greatern 1.0mm w

41、hile multiple-layer of plates not greater n 2.0mm.4) Mechanical characteristics of welding electrode, wire and flux shall be atleast uptotheproviof the lowest gradealloyhe material to be welded.Welding electrode, wire andflux oflow hydrogen type shall be adopted for the welding of the mainframe beam

42、s, columns and bracing of the block。2.3.7 Stud shear connectorKilled steel shall be used for stud. The mechanical property and chemical constitution of stud shall meet Table 2.3.7-1 and Table 2.3.7-2.Table 2.3.7-1Table 2.3.7-22.3.8 Coating:For details, please see the No. 2.5 section.2.4 Connection o

43、f steel structure2.4.1 Connection type:Connection typeshall be of shop welding and site bolting as far as ofsingle member transported shall be about 15m,andthenot exceed 21m. 2.4.1.1Weld requirementssible. Length um length shall1) Weldshallbecontinuuminthedetaildrawings withoutnotes.Fillet weld shal

44、lbe used unless groove weldinghavebe markedinthedrawings. Two weldleg size offillet weld shall meet Table 2.4.1.1-1 accordingtothe usingtype and bearingload se. Groove weld shall be used whenthethickness of steel plate20mm. For the leg size of fillet weld and using type, please see Table 2.4.1.1-1 a

45、nd 2.4.1.1-2.Table 2.4.1.1-1Minimum leg size of fillet weld（hf,mm）Table 2.4.1.1-2Using type of fillet weld8leg size ofUsing typeThickness ofRemarkThickness ofplate（mm）681012141618202224hf15681012141616hf2456881012121420Nominal diameterDiameter of the stud poleDiameter of the stud large-headThickness

46、 of the stud large-headMelt lengthAftermelting length200200Mechanical propertyChemical constitution(%)Yield poN/mm2Ultimatetensile strengthN/mm2Exten percentage%CMnPS240以上41052020以上0.20以下0.300.900.01以下0.04以下2.4.1.2 Weld for column footDouble fillet weld shall be used on column foot unless marked. Fo

47、ot type and leg size of fillet weld see Table 2.4.1-2.Table 2.4.1.2Leg size of fillet weld for column9numberition of weldLeg size of fillet weld （mm）Remark1Weldofcolumnflangeand base plate2016Unless marked2Weldofcolumnwebandbase plate1214Unless marked3Weldofstiffenerandcolumnweb and base plate1010Un

48、less marked4Weldofstiffenerforanchorbolts andcolumn1210Unless markedfillet weldplate for calculationhf1(Thicknessof plate0.8)Fixed joof framebeam and columnBeam webFull penetration groove welding betn beam langeand columnJoplate betn column and bracingJoplateJoplate betn beam and bracingJoplateJoof

49、main beam and secondary beamJoplatehf2 (Thickness of plate0.6)Stiffening plate of column and beamStiffening plateFull penetration groove welding betn column flange and stiffening platePlate for corbelcorbel plateMember of bracingweb2.4.1.3 Weld requirements of Chiwelding H sectionFlange and web of C

50、hiwelding H section shall be welding for full penetrationgroove weld. The type and size of groove shall meet the requirements of the currentnational standard ,“Basal form and dimenof welding seam rof handmadeelectric-arc welding” (GB 985) , “Basal form and dimenof welding seam rofunion melt welding”

51、(GB986).End tab should be located in both ends ofweld. The material and groove type of end tab shall besame as base metal.2.4.1.4 Quality grade of weldClass weld shall be specified for welding H section column unless marked. AndClass weld shall be specified for other welding H section member.2.4.2 C

52、onnection of column foot to foundation1)Theconnectionbetn Column foot with foundation inwillbe used,H.D. Bolt embedded in foundation short column and with shear member embeddedin column foothe important part, bottom of column shall be milled smoondpressedtightly. The allowable deviation of smooth co

53、lumn bottom should accord torequirementsable 4.Allowable Deviation of Milled Column BottomTable 2.4.210NoItemAllowable Deviation (mm)Method of Appraisal1Length of Member2.0Checked by SteelT2Length of Component0.5Checked by SteelT3Vertical Deviation0.30Checked by Ruler orfeeler4GradientNotgreaterChec

54、ked by Rulerflangeand base plate5Weldofstiffenerand column flange andtopplatefor bracket Bearingof anchor bolts1614Unless marked6Weldofstiffenerandcolumnweb and level plate1214Unless marked2)There shall be an area over 75% for the contact surface of the milled and pressedtightlycolumnbottom, and the

55、 plug areashallbenotgreatern25%n 0.5mm.for inspection by 0.30mm feeler. The edge clearanhall not be greater2.4.3 Splicing of column to columnColumnsplicingendsurfaceshallbemilledsmoothandbepressedtightly. Column splicing joshall be located about 1m above floor.2.4.4 Connection of beam to columnProce

56、dure of rigid connection of beam to column shall bewo stages. Theis beam rigidto weld allshort cantilever beams on columninshop,thensplicingby using highstrengthboltonsite.Forthebeaminconnectionwithcolumnthrough cantilever beam, all parts of the beam shall becut from the same order section steel. Gr

57、oove full used for cantilever beams and column with to the regulation , fan cut shall be adopted atpenetration welding shall be lining sheet provided according the top and the bottom of flangewith the radius of 35mm. The arc with the radius of 10mm shallbe connectedtheend offan cut andtheflange of b

58、eam. Thenesary welding shall be nthe reverse ofthelining sheet and columnprovided at the connection betflange. nection of Beam to Beam Hinged connection and rigid connection of mainbeam to secondary beam shall be of H.S.F.G. bolt connectiosite.2.4.6 Bracing Connection:Bracingmembershallbeconnectedto

59、thejoofbeam&columnthrough connecting plate by using H.S.F.G. bolts.2.4.7 Welding:1)Inspection and acceptanhall be performed on the procured welding materialsby thefabrication factory in according to relevant technical tandardefore welding.Weldsurfaceshallbeinspectedtocheckifthecleaningconformstothe

60、quality requirement.2)Groovefullpenetrationweldingshallbeusedforallflange&webplates welding of H section steel, whose requirement shall refer to attached drawing I.3) All welds ofthe members assembled close.through welding shall be continuous and4) Thickness of welded member ofsteel(grade Q345B)shal