TCVN VIETNAM STANDARD

TCVN 2737 : 1995 LOADS AAD EFFEC1S DESICA S1AADARD

HANOI-1995 TCVN 2737 : 1995 2 Loads and effects - Design standard 1.Scope 1.1.ThiscodeincludesloadsandeIIectstodesignstructures,Ioundationsand buildings. 1.2.Theloadsand eIIectscaused byroadand railtransport, seawave, Ilowing, loadingandunloading,earthquake,gust,temperature,dynamicIorceoI equipment and vehicle.are not included in this code; they are reIereed to as the other analog codes oI government. 1.3.Whilerepairingconstruction,theappliedloadsarecomputedagainstthe actual result oI site survey. 1.4.TheeIIectoI atmosphere istaken Iromthe climate datastandardoI current construction design or data oI hydrometeorology bureau. 1.5.TheloadsIortheveryspecialimportantconstructionarenotlistedinthis code and provided by authority organization. 1.6.Astospecialtyoccupation(traIIic,irrigation,electric,postoIIice.),itis necessary to build the proper specialty codes base on this code. .Basic stipulation 2.1.General 2.1.1.Whiledesignthebuildingandconstruction,theloadsthatinducedby operation,constructionaswellasIabrication,maintenanceandtransport process have to be considered. 2.1.2.All units in this code are basic property oI load. The applied load is equal tothestandardloadmultiplybyreliablecoeIIicient,whichconsidersthe caseoIunIavorabledeviationoIloadincomparisonwiththestandard values and be deIined depend on considered limited status. 2.1.3.In case oI having proper reason and statistic, the applied loads are deIined directly according to the overload probability in advance. TCVN 2737 : 1995 3 2.1.4.Whenbothormanyloadsacttemporarily,computingstructuresand IoundationaccordingtoIirstandsecondgroupsoIlimitedstatusmust carriedoutaccordingtothemostunIavorableloadcombinationsorits correspondinginternal Iorces. The load combinations are deIined Irom the methodsoIthesameactingoIloads.Whencomputingtheload combinations or corresponding internal Iorces, must multiply by combined coeIIicient.2.2.Reliable coeIIicient(overload coeIIicient) 2.2.1.ThereliablecoeIIicientincomputingstructureandIoundationareas Iollows: 2.2.1.1.ComputethestrengthandstabilityIollowingtheitemsorsection3.2, 4.2.2, 4.3.3, 4.4.2, 5.8, 6.3, 6.17. 2.2.1.2.Take the durable value equal to 1. See the instructions at section 5.1 Ior the crane girder. 2.2.1.3.Take the value oI 1 when computing by deIormation and displacement iI thereisnootherconcernedvalueinthecodeIorstructureand Ioundation design. 2.2.1.4.Whencomputingbytheotherlimitedstatusthatis notlistedatsection 2.2.1.1,2.2.1.2,2.2.1.3,IollowthecodesIorstructureandIoundation design. Notes. 1) The applied wind load is reduced 20 when computing structure and foundation according to the arisen load in construction time. 2)Thereliablecoefficientisequalto1foralltypesofloadwhen computing strength and stability in the hit condition of crane, hoist and stopper. 2.3.oad classiIication TCVN 2737 : 1995 4 2.3.1.TherearetwokindsoIload:shorttermandlongterm(andspecial) depends on the time in which load acting. 2.3.2.Thelong-termload(standardorapplied)isthetypewhichnotchanges during the construction and operation time. The short-term load is the type that is not available at some stages oI construction and operation time. 2.3.3.The long-term load includes: 2.3.3.1.Weight oI building and structures (bearing and shield structures) 2.3.3.2.Weight and pressure oI soil (Iilling and heaping), the pressure caused by mining. Note.thestress,bothtypesofself-madeoravailableinstructureor foundation (including pre-stress) must be taken into account like as the stress caused by long-term load. 2.3.4.The temporary long-term load includes: 2.3.4.1.Weight oI temporarily partitions, weight oI equipment buIIer`s materials such as soil, concrete. 2.3.4.2.WeightoIequipmentwhichhaveIixlocationsuchas:majormachine, motor,vessel,pipeandattachedaccessories,supports,partitions, conveyors,liIter;weightoIliquidandsolidinequipmentduringthe operation. 2.3.4.3.The pressure oI gas, liquid, substance in tank and pipe during operation, exceedpressureandreductionoIairpressurewhenventilatingIorpit and the other places. 2.3.4.4.oad on the Iloor by materials and dais oI equipment in the warehouse. 2.3.4.5.The eIIects oI heat-technology by Iix equipment 2.3.4.6.Weight oI water layers in the insulated rooI. 2.3.4.7.Weight oI dust adhered on structure during operation 2.3.4.8.TheverticalloadingoIacraneorhoistinonespanmultiplybythe Iollowing coeIIicient: TCVN 2737 : 1995 5 0.5 - Ior the medium crane 0.6 - Ior the heavy crane 0.7 - Ior the very heavy crane 2.3.4.9.oads on the Iloor oI various building are listed in column 5, table 3 2.3.4.10. The eIIect oI deIormation oI ground without change oI soil mechanism. 2.3.4.11. The eIIect oI humidity change, expansion and magnetism oI materials 2.3.5.The temporary short-term load includes: 2.3.5.1.WeightoIpeople,maintenancematerials,accessories,toolsand appliance in the service and repaired area 2.3.5.2.TheloadinducedbyIabrication,transport,erectionIorstructure members and equipment including weight oI temporary components and materialsinwarehouse(notincludingloadsatplannedlocationsIor warehouse or material store), temporary load oI Iilling soil. 2.3.5.3.The load oI equipment at the operation change: start, stop, transition and test, including position change or equipment replacement. 2.3.5.4.oadoItheliIted-movedequipment(cranegirder,hoist,liIter.)in constructiontimeandoperation,loadoIunloadingatwarehouseand cool stock. 2.3.5.5.oads on the Iloor oI various building are listed in column 4, table 3 2.3.5.6.Wind load 2.3.6.The special load includes: 2.3.6.1.Seismic load 2.3.6.2.oad oI explosion 2.3.6.3.oadoIcriticalbreakingoItechnologyprocess;brokenequipmentor temporary damage. TCVN 2737 : 1995 6 2.3.6.4.TheeIIectsoIgrounddeIormationbychangeoIsoilmechanism(e.g. deIormationbysoilIallin,subsidence),theeIIectoIgroundsurIace deIormation at cracking area, eIIect oI mining and Casteur phenomenon. 2.4.oading combination 2.4.1.Baseon participated load cases, they are divided by two types: basic load combination and special load combination. 2.4.1.1.Thebasicloadcombinationincludeslong-termloads,temporarylong and short-term loads. 2.4.1.2.Thespecialloadcombinationincludeslong-termloads,temporarylong and short-term loads that may be happened and one oI the special loads. Thespecialloadcombination that caused by explosion`s eIIect or clash oItraIIicmeanswithpartoIstructureispermittednottoconsiderthe temporary short-term load in section 2.3.5. The special load combination thatcausedbyearthquakedoesnotconsiderwindload.oad combination Ior Iire prooIing is special load combination. 2.4.2.II the basic load combination has one temporary load then whole that load is taken into account. 2.4.3.IIthebasicloadcombinationhasatleasttwotemporaryloadsthentheir appliedvaluesorcorrespondingstressesshouldmultiplybytheIollowing coeIIicients: 2.4.3.1. 0.9 Ior the temporary long and short-term loads 2.4.3.2.WhileanalyzingprivateeIIectoIeachtemporaryshort-termloadto stress,displacementoIstructureandIoundation,thereisnoreduction Ior the load whose eIIect is largest, the second load multiply by 0.8 and the other multiply by 0.6 2.4.4.IIthespecialloadcombinationhasonetemporaryloadthenwholethat load is taken into account. TCVN 2737 : 1995 7 2.4.5.II the special load combination has at least two temporary loads then there isnoreductionoIappliedspecialload.Thetemporaryloadorits correspondingstressmultipliesbytheIollowing coeIIicient: 0.95 Ior temporarylong-termload;20.8Iortemporaryshort-termload;except thespeciIiccasesinspeciIicationIorseismicresistantdesignortheother speciIication. 2.4.6.Whenanalyzing structure or Ioundation according to strength and stability withbasicandspecialloadcombinationincaseoI atleasttwo temporary loads (long or short-term), the stress is gotten Irom index A. 2.4.7.Computing equipment`s dynamic Iorce in combination with the other loads isstipulatedIollowingspeciIicationIordesignoImachine`sIoundationor dynamic Iorce bearing structure. .Weight of structure and soil 3.1.Standard load Irom weight oI structure is deIined according to standard data andcatalogueordimensionsandweightpercubicoImaterial,considering actual humidity during construction and operation. TCVN 2737 : 1995 8 3.2.Reliable coeIIicients Ior load Irom weight oI structure and soil are stipulated in table1. Table 1 - Reliable coefficients for weight of structure and soil Note. 1) In checking overturn stability, for structure and soil, if the reduction may track to disadvantage then takes the reliable coefficient of 1. 2) In computing the load of soil acting on structure, it should be considered theeffectofactualhumidity,weightofstockedmaterial,theeffectof utilities and vehicles on the ground. 3) As for steel structure, if the stress by weight only is larger than average stress by total load then take the reliable coefficient of 1.1 4.The load due to equipment, people and stocked materials, products. Types oI structure and baseReliable coeI. 1. Steel 2. Concrete with weight per unit larger than 1600kg/m3, reinIorced concrete, brick-stone or with reinIorcement, wood. 3. Concrete with weight per cubic unit less than 1600kg/m3, partition materials, mortars and perIect layers (shell, plate, rolling material, coated layer.) depend on manuIacture condition: - Factory - At site 4. Stable base 5. Filling base 1.05 1.1 1.2 1.3 1.1 1.15 TCVN 2737 : 1995 9 4.1.ThissectionmentionthestandardvalueoIloadduetopeople,animal, equipment,products,materials,temporarypartitionsactingontheIloorsoI private, public, agriculture houses. TheloadingmethodbyusingaboveloadshouldIollowthepredict conditions Ior construction and operation. II short oI that condition data then loading method Ior each private Iloor should be used Iollowing: 4.1.1. No temporary load on the Iloor 4.1.2. Partly loading on the Iloor base on unIavorable conditions. 4.1.3. Full loading on the Iloor by all loads. Whenloadingpartly,theaccumulatedloadontheIlooroImulti-stories buildingshouldnotlargerthantheIactoredloadwhichisdeIinedby Iormula at section 4.3.5 in case oI Iull loading. 4.2.oad due to equipment and stocked materials. 4.2.1.TheloadshouldbeconsideredunderthemostunIavorablecondition,in which speciIy: DiaphragmoIequipmentarrangement;locationIorstockandtemporary keeping area oI material, product; quantity and location Ior transport means oneachIloor.ThediaphragmspeciIiesdimensionsoIequipmentand transportmeans,stock,areaoImovingutilitiesduringoperationor rearrangingplanandtheotherloadingmethods(dimensionoIeach equipment, space between them) 4.2.2.ThestandardloadandreliablecoeIIicientaretakenIollowingthe instructionoIthisspeciIication.Forthemachinewithdynamicload,the standardloadandreliable coeIIicientaretakenIollowingtherequirement oI speciIication Ior dynamic load. 4.2.3.When replacing actual load on the Iloor with equivalent uniIorm load, this equivalentloadshouldbedeIinedseparatelyoneachpartoIIloor(slab, beam,andgirder).Whenapplyingequivalentload,makesureallowable strengthandrigidoIstructuresameascomputingbyactualload.The TCVN 2737 : 1995 10 minimumequivalentuniIormloadIorindustrialbuildingandstockareas Iollow: 300daN/m2 Ior slab and beam; 200daN/m2 Ior girder, column and Ioundation. 4.2.4.WeightsoIequipment(incl.pipe)aredeIined IollowingspeciIication and catalogue.Fornon-standardequipment,deIineweightbaseonmanualoI machine or as-built drawing. 4.2.4.1.TheloadduetoweightoIequipmentcontains:machine`sselI-weight (wire,Iixedappliance,anddais);weightoIpartition;weightoIobject storedinequipmentmaybeavailableinoperation;weightoIheaviest Iabricated details; transported cargo with nominal weight. 4.2.4.2.oadduetoweightoIequipmentisconsideredwithitsarrangement condition.ItshouldplansomemethodstopreventIromstrengthening main components while transport and operation. 4.2.4.3.Forvariouscomponents,thenumberoIliItermachine,equipmentthat present at the same time and arranged diaphragm are obeyed the design purpose. 4.2.4.4.The dynamic eIIect oI vertical load due to liIter machine or vehicle can be calculated by multiplying standard load with dynamic coeIIicient oI 1.2 4.2.5.The reliable coeIIicients Ior weight oI equipment are listed in table 2. 1able 2 - 1he reliable coefficient for weight of equipment Types of loadReliable coefficient 1.Weight oI Iixed equipment 2.Weight oI partition oIIixed equipment 3.Weight oI object stored in vessel, pipe: a)iquid b)Suspended, waste, desultory matter 4.Weight oI liIter machine and vehicle 5.oad due to permeable material (cotton, Iiber, sponge, and Iood.) 1.05 1.2 1.0 1.1 1.2 1.3 TCVN 2737 : 1995 11 4.3.UniIorm load 4.3.1.The standard uniIorm loads on the Iloor and stair are listed in table 3 Table 3:Type of roomType oI building and construction Standard load (daN/m2) Fullong term 1.Bedrooma)Hotel, hospital, prison b)Apartment,nursery,resident-school, guest house, sanatorium. 200 150 70 30 2.Diningroom,toilet, bathroom,billiard room a)Apartment b)Nursery,school,guesthouse, sanatorium,hotel,hospital,prison, oIIice building, Iactory 150 200 30 70 3.Kitchen, washing room a)Apartment b)Nursery,school,guesthouse, sanatorium,hotel,hospital,prison, Iactory 150 300 130 100 4.OIIice, laboratory room OIIice, school, hospital, bank, research and scientiIic center 200100 5.Boiler room, engine & Ian room. including weight oI machine High-rise building, oIIice, school, guest house, sanatorium, hotel, hospital, prison,research and scientiIic center 750750 6.Reading rooma)With bookshelI b)Without bookshelI 400 200 140 70 7.Restauranta)Eating, drinking b)Show room, exhibition 300 400 100 140 8.Meeting, dancing, waiting, audience room, concert hall, sport room, grandstand a)With Iixed seats b)Without Iixed seats 400 500 140 180 9.Grandstand750270 10.Warehouse oad per meter height oI stocked material: a)Book storage (large density oI book) b)Book storage at library c)Paper storage d)Cold storage 480/1m 240/1m 400/1m 500/1m 480/1m 240/1m 400/1m 500/1m 11.ClassroomSchool 20070 TCVN 2737 : 1995 12 Type of roomType oI building and constructionStandard load (daN/m2) 12.Workshopa)Workshop Ior casting b)Workshop Ior repair, maintenance with weight less than 2500kg c)arge room with machine and walking area 13.Attic IloorAll types 14.Balcony, loggiaa)UniIorm load per each strip width oI 0.8m run along hand-rail, balcony, loggia b)b) UniIorm load on Iull area oI balcony, loggia iI it is more unIavorable than item a 15.Hall, relax room, stair, corridor a)Bed room, oIIice, laboratory, kitchen, washing room, toilet, technology room b)Reading room, restaurant, meeting room, dancing, waiting, audience room, concert hall, sport room, stock, balcony, loggia c)Stage 16.Mezzanine 17.House Ior animala)Small cattle b)Big cattle 18.Bearing Ilat rooIa)For crowd (at exit way oI big hall, lecture room.) b)For taking a rest c)Other 19.Non-bearing rooIa)Tiled, Iiber-cement, metal rooI and similar rooI; plaster ceiling; cast-place concrete ceiling Ior maintenance only) b)Flat rooI, RC slope rooI, gutter, RC preIabricated rooI Ior maintenance only 20.Floor oI rail way station and metro station Path, ramp Ior vehicle with total weight 2500 kg 21. Garage TCVN 2737 : 1995 13 Aotes: 1) Theloadthatismentionedatitem13ofTable3ontheareawithout equipment and material 2) Theloadthatismentionedatitem14ofTable3isusedtoanaly:e bearingelementofbalconyandloggia.Loadonbalcony,loggiaare taken same as the adfacent floor and deducted by instruction at section 4.3.5. 3) Eavesorcantilevergutterareanaly:edby verticalconcentratedload attheedge.Standardvalueofconcentratedloadis75daNpermeter lengthalongwall.Takingthesamevaluefortheeaves,gutterwhose lengthareshorterthan1m.Reliable coefficientforthisconcentrated loadis1.3.Aftergettingresult,shouldcheckagainbyuniformload. The standard value of uniform load is in item 19b of table 3. 4) The long-term loads for building and construction at items 12, 13, 16, 17, 18c and 19 of table 3 are defined by technology design. 5) The load at item 17 of table 3 should be defined by technology design. 4.3.2.oadduetotemporarypartitiondependsonitsproperties,locationand connection. For various portions, the load can be taken Iollowing: 4.3.2.1.Actual load 4.3.2.2.SameasanotheruniIormload.ThenthisloadisdeIinedbyplaned arrangement Ior partitions and not less than 75daN/m2. 4.3.3.ReliablecoeIIicientoIuniIormloadonIloorandstairequalto1.3iI standardloadlessthan200daN/m2;1.2iIstandardloadequalorlarger than200daN/m2.ReliablecoeIIicientIortheloadduetoweightoI temporary partitions Iollows section 3.2. 4.3.4.Whileanalyzinggirder,beam,slab,columnandIoundation,theIull loading in table 3 can be reduced Iollowing: TCVN 2737 : 1995 14 4.3.4.1.ForthetypesoIbuildingatitems1,2,3,4,5oItable3,multiplyby coeIIicient A1 (when A ~ A1 9 m2) 11/6 . 04 . 0A AA

Where, A - bearing area (m2) 4.3.4.2.For the types oI building at items 6, 7, 8, 10, 12, 14 oI table 3, multiply by coeIIicient A2 (when A ~ A2 36 m2) 22/5 . 05 . 0A AA

Aotes: 1)Asforthewallsubfectedtoonefloor,theload deductiondependson bearingareaAofcomponent(slab,beam)supportedbywall. 2) In the warehouse, garage, operation house, the load deduction can be taken according to the instruction of corresponding process. 4.3.5.WhencomputingaxialIorceIorcolumn,wallandIoundationwhichsubjecttoatleast2Iloors,theloadintable3canbereducedby multiplying with n: 4.3.5.1.For the types oI building at items 1, 2, 3, 4, 5 oI table 3: nAn4 . 04 . 011

4.3.5.2.For the types oI building at items 6, 7, 8, 10, 12, 14 oI table 3: nAn5 . 05 . 022

Where,A1,A2aredeIinedatsection4.3.4;n-numberoIbearing Iloors are taken into account Ior the load acting on the section. Aotes. - While computing bending moment for column and wall, should reducetheloadaccordingtosection4.3.4atgirderandbeam supported by that column and wall. 4.4.The concentrated load and load on handrail. TCVN 2737 : 1995 15 4.4.1.The Iloor, rooI, stair, balcony, loggia should be checked with concentrated loadwhichisverticalconvention,onanunIavorablepositionoIsquare areawhosesidelessthan10cm(theothertemporaryloadsarenot present). II the design does not stipulate the larger value Ior concentrated load then take it are as Iollow: 4.4.1.1150 daN Ior Iloor and stair 4.4.1.2100 daN Ior attic Iloor, rooI, top Iloor and balcony 4.4.1.350 daN Ior rooI, which is gone up and down by ladder leaning on wall. Thecomponents,whichconsiderlocalloadduetoequipmentand transport means that may be happened, are not need be checked with the above concentrated load. 4.4.2.The horizontal standard loads on handrail oI stair, balcony and loggia are: 4.4.2.130 daN/m Ior house, nursery, guesthouse, sanatorium, hospital and other health-care center. 4.4.2.2150 daN/m Ior grandstand, sport room. 4.4.2.380 daN/m Ior house with special requirement. AstotheoperationIloor,highlevelwalk-wayorcantileverrooIIora Iewpeople,thestandardhorizontalconcentratedloadonhandrailand wallis30daN(atanywherealonghandrail)iInorequirementabout larger load. Reliable coeIIicient Ior the load at section 4.4.1 and 4.4.2 is 1.2 5.Load due to bridge-crane and hoist 5.1.The load is deIined according to working status, appendix B. 5.2.The vertical standard load acting on the crane-path through wheels and other necessarydataaretakenaccordingtonationalstandardrequirementsIor bridge-craneandhoist,iInostandardtheIollowthedatainthemanualoI machine. TCVN 2737 : 1995 16 Aotes.'crane-path`termis2beamssupportonebridge-craneorall beams support one hoist (2 beams for one-span hoist, 3 beams for two-span hoist.) 5.3.Thehorizontalstandardloadwhichdirectalongcranegirder due to bridge-crane`sbrakingIorceequalto10theverticalstandardload,thisloadact on the wheel oI bridge-crane. 5.4.The horizontal standard load perpendicular with crane girder due to trolley`s braking Iorce equal to: 5 total oI nominal liIt capacity and trolley`s weight in case oI crane`s soIt hook; 10 that total in case oI crane`s hard hook. ThisloadistakenintoaccountwhenanalyzingtransverseIrameandcrane girder,itdividebyquantityoIthewheelonthesame cranegirderand may direct in or out. 5.5.Thehorizontalstandardloadperpendicular withcranegirder due to bridge-crane run oII the line and crane-paths are not paralleled (push Iorce) on each wheel equal to 10 vertical standard load on each wheel. This load has only beenconsideredtocheckdurabilityandstabilityoIcranegirderandits connectionwithcolumnunderheavyandveryheavyworkingconditions. Thus, load on rail beam due to all wheels on the same side may direct in or out. The load at section 5.4 may not combine with push Iorce. 5.6.Horizontalloadisthe pushIorcedue tobrakingbridge-craneand trolley, it is placed at the touch point between wheel and rail. 5.7.Horizontal standard load, which direct along crane girder and due to clash oI bridge-crane and stopper, is deIined in appendix C. This load has only been considered to design stopper and its connection with crane girder. 5.8.Reliable coeIIicient Ior the loads due to bridge-crane is 1.1. Notes. 1) Whencheckingdurabilityandstabilityofbridge-craneduetolocal effectanddynamicforceofverticalconcentratedloadoneachwheel, this standard load multiply by following coefficient

. TCVN 2737 : 1995 17 1.6 - for bridge-crane with hard hook in very heavy working condition. 1.4 - for bridge-crane with soft hook in very heavy working condition. 1.3 - for bridge-crane in heavy working condition. 1.1- for the other conditions. 2)When checking local stability of the crane girders web, take 11.1 5.9.WhencheckingdurabilityandstabilityoIbridge-craneanditsconnection to bearing component: 5.9.1.The applied vertical load on bridge-crane multiply by dynamic coeIIicient: - II the bay not larger than 12m: 1.2 - Ior bridge-crane in very heavy working condition. 1.1-Iorbridge-craneinmediumworkingconditionandheavyworking condition oI hoist. - II the bay larger than 12m: equal to 1.1 Ior bridge-crane in very heavy working condition. 5.9.2.Theappliedhorizontalloadonbridge-cranemultipliesbydynamic coeIIicient oI 1.1 Ior bridge-crane in very heavy working condition. 5.9.3.For the other conditions, take dynamic coeIIicient is 1. 5.9.4.WhencheckingthedurabilityoIstructure,thedeIlectionoIcranegirder, sidewaysoIcolumnandlocaleIIectoIvertical concentratedloadateach wheel, the dynamic coeIIicient is not need to consider. 5.10.WhencheckingdurabilityandstabilityoIcranegirder,needconsiderthe verticalloadduetotwobridge-cranesorhoistatthemostunIavorable condition. 5.11.Inordertocheckdurability,stabilityoIIrame,columnandIoundationoI buildingwithbridge-craneatsomespans(onlyonestoreyperspan),thus oneachcrane-path,taketheverticalloadduetotwobridge-cranesinthe mostunIavorablecondition.IIconsidertheworkingcombinationoIthe TCVN 2737 : 1995 18 hoistsatdiIIerentspansthentaketheverticalloadduetoIourbridge-cranes in the most unIavorable condition. 5.12.In order to check durability, stability oI Irame, column, truss and its support structures and Ioundation oI building with hoist at one or some spans, thus oneachcrane-path,taketheverticalloadduetotwohoistsinthemost unIavorable condition. II consider the working combination oI the hoists at diIIerentspansthentaketheverticalloadduetoquantityoIhoistsas Iollow: -Twohoists:Iorcolumn,truss`ssupportstructure,IoundationsoIouter column line while there are two crane-paths in one span. -Four hoists: For column, truss`s support structure, Ioundation oI inner column line. Forcolumn,truss`ssupportstructure,IoundationsoIoutercolumnline while there are three crane-paths in one span. For the truss while there are 2 or 3 crane-path in one span. 5.13.Quantity oI crane are taken into account to check durability, stability due to verticalandhorizontalloadoIbridge-cranewhilethereare2or3crane-pathsinonespan.IIbridge-craneandhoistmoveatthe sametimeinone span, or use hoist to transIer cargo to other hoist by reserve small hoist then the loads are taken Iollowing design purpose. 5.14.Whencheckingdurability,stabilityoIcranegirder,column,Irame,truss anditssupportstructure,baseandIoundation,needconsiderthemost unIavorableeIIectoImaximum2bridge-cranesononecrane-pathoron diIIerent crane-path in same route. Thus, only one horizontal load (along or perpendicular with crane-path) need be taken into account. 5.15.WhencheckingdeIlection(vertical,horizontal)oIcranegirderand sidewaysoIcolumn,onlyeIIectoIonebridge-craneneedbetakeninto account. TCVN 2737 : 1995 19 5.16.The load (vertical, horizontal) due to one bridge-crane should be taken Iully intoaccount.Theloadduetotwobridgescranemultiplybycombination coeIIicient: n 0.85 Ior bridge-crane in light and medium working conditions n 0.95 Ior bridge-crane in heavy and very heavy working conditions. The load due to Iour bridge-cranes multiply by combination coeIIicient: n 0.7 Ior bridge-crane in light and medium working conditions. n 0.8 Ior bridge-crane in heavy and very heavy working conditions. 5.17.II one bridge-crane operates while the other stop then consider the load due to only that bridge-crane. 5.18.WhencheckingdurabilityoIcranegirderanditsconnectionwithother bearingmembers,theloaddeductionIollowssection2.3.4.8.When checking Iatigue oI girder`s web in the eIIected area oI vertical load due to onewheel,theabovedeductionloadshouldbeincreasedbymultiplying with the coeIIicient in the note at section 5.8. TheworkingconditionoIbridge-craneIorcheckingdurabilityoImembers must be stipulated by speciIication..Wind load 6.1.The wind load that aIIected on the building is included: the normal pressures We, Iriction Iorce WI, and normal pressure Wi. The wind load on the building may be shortened into two components normal pressure Wx and Wy. 6.1.1.The normal pressures We that placing on the expose surIace oI the building or the other components oI the building. 6.1.2.Friction Iorce WI run along the tangle oI the expose surIace and proportion to area oI the orthographic projection (the corrugate iron rooI and serrated ironrooIandrooIwithmonitor),orverticalprojection(applyIorthe building with loggia or similarly). TCVN 2737 : 1995 20 6.1.3.ThenormalpressuresWithatplacingoninnerIaceoIthebuildingwith surrounding holey wall or wall with permanent or temporary door. 6.1.4.ThenormalpressuresWxandWyshouldbecomputedtoresistantIace those oriented to X-axis and Y-axis. The resistant Iaces oI the building are the projection oI the building to Iaces that perpendicular to corresponding axes. 6.2.The wind load includes two components: dynamic and static. Itshouldnotbecomputeddynamiccomponentwhiledetermininginternal surIacepressureWioIbuildingworksatAandBterrainandmulti-story buildingunder40m andsingle-storyindustrialconstructionunder36mwith rate oI height on span less than 1.5. 6.3.StandardvalueoI static component oI wind load on height Z in comparison with standard mark that is determined according to Iormula: W Wo*k*C(5) Where. Wo-ValueoIwindpressuresubjecttozoningmapandappendixDand Article 6.4 k-CoeIIicientwhichconsideratetochangeoIwindpressuresubjectedto height and terrain (which is determined to Table 5) c - Aerodynamic coeIIicient, which is determined in Table 6. Reliable coeIIicient oI wind loadequal 1.2. 6.4.The value oI wind pressure Wo pursuant to Table 4. The zoning oI wind pressure on Vietnamese`s territory pursuant to appendix D.ThebolddashlineistheborderbetweenregionwithaIIectiveoIstorm that have evaluated is weak or strong(enclose with zoning data are mark A and mark B). ThezoningoIwindpressureinconIormancetoadministrationplace names which pursuant to appendix E. TCVN 2737 : 1995 21 Thewindpressurevalueswhichiscalculatedinmanymeteorological observatoriesworks inmountainousregions,sea islands with the diIIerence in assume service liIe oI building will be Iound in appendix F. 1able 4-1he value of wind pressure subject to zoning of wind pressure in Jietnamese's territory Wind pressure on mapIIIIIIIVV Wo (daN/m2)6595125155185 6.4.1.ThevalueoIwindpressureWowillbedown10daN/m2in zoneI-A, 12 daN/m2inzoneII-A,and15daN/m2inzoneIII-Atowardstheregions which the aIIection oI wind pressure have evaluated is not very strong. 6.4.2.TowardsthezoneI,thevalueoIwindpressureWowillbeIoundinthe Table4andthatvalueisappliedindesignhouse,buildingonthe mountainous, hilly, plan, and valley area. Towards the regions has complicated terrain pursuant to Article 6.4.4 6.4.3.Forconstructionsorbuildingsinmountainousregionsandseaislands whichhavethesameheight,terrainandadjacenttometeorological observatoriesareavailableinappendixF,calculatedvalueoIwind pressureWo with diIIerent assume service liIe should be taken pursuant to independentvalueoIthatobservedstation(TableF1&F2andappendix F). 6.4.4.Constructionsandbuildingsthatareincomplicatedterrain(mountain narrow,mountainsrunparalleltogether,andmountainpassgate)then windpressureWomustbetakensubjecttoGeneralDepartmentoI Meteorology and Hydrology oI Sea`s data or observed data at site. At that moment, wind pressure is calculated as Iormula:Wo 0.0613*Jo2(6) Where. Jo - Wind speed (m/s) (medium speed within about 3 second which arebeingpassedonetimewithin20years),onheightoI10min comparison with standard mark, that corresponded to terrain Iorm B. TCVN 2737 : 1995 22 6.5.AllthevalueoIcoeIIicientkconsideredtothechangeinwindpressure subjecttoheightincomparisonwithstandardmarkandtypeoIterrain. Determined in Table 5. TerrainAisuncoveredterrain,withoutorthereisnotverymuchresistant objectwiththeheightlessthan1.5m(ashore,bank,lake,andIieldwhich without big and high trees). TerrainBisrelativelyuncoveredterrainandthereareIew resistantobjects withtheheightlessthan10m(suburbs,towns,villages,sparselyIorestor immaterial Iorest, and region with sparse oI trees.). TerrainCisstronglyresisted,therearea lotoI blockswhichsiting closely and with the height over 10m(in the cities, Iorest.). ThestructureandbuildingthatgradedtoitsterrainIorm,iItherearenot changeinpropertyoIterrainIormindistance30hwhenh_60mand2km when h ~ 60m count Irom Iace oI building that oriented to the wind, h is the height oI the building. 1able 5 - Coefficient that considered to the change of wind pressure subject to height and terrain TCVN 2737 : 1995 23 Terraintype Height Z(m) ABC 310.800.47 51.070.880.54 101.181.000.66 151.241.080.74 201.291.130.80 301.371.220.89 401.431.280.97 501.471.341.03 601.511.381.08 801.571.451.18 1001.621.511.25 1501.721.631.40 2001.791.711.52 2501.841.781.62 3001.841.841.7 3501.841.841.78 4001.841.841.84 Notes. 1) Themedialheightispermittedtodefinekvaluebylinearinterpolate subfect to values in Table 5. 2) Whiledeterminingwindloadforabuilding,thedifferenceinwind direction might also the difference in terrain type. 6.6.IncasethesurIaceoIthegroundIorbuildingisnotplaned,thestandard mark to calculate will be determined in appendix G. 6.7.Thewindloaddistributivediagramonthebuilding,constructionor componentsandaerodynamiccoeIIicientewillbedeterminedintheTable 6. Other medial value are permitted by linear interpolate.The arrow in Table 6 is the wind direction toward buildings, constructions or components. The aerodynamic coeIIicient will be determined as Iollow: 6.7.1.RegardingtheIaceorseparatelycharacteristicoIbuildingwillbetaken pressure coeIIicient(Irom diagram 1 to diagram 33 in Table 6). TCVN 2737 : 1995 24 Positive value oI aerodynamic coeIIicient Ior inward wind direction, and negatives value Ior outward wind direction. 6.7.2.Forthestructuresandcomponents(diagramsIrom34to43,Table6), shallbetakenastheIrontresistancecoeIIicientcxandcywhile determiningthegeneralresistantcomponentsoIobjectonthewind directionandtheorthogonaldirectiontowinddirectioncorrespondto object`sprojectionareaontheplanwhichisperpendiculartothewind direction;shallbetakenasthecoeIIicientoIliItingIorceczwhile determiningtheverticalcomponentsoIgeneralresistanceIorceoIobject correspond to object`s horizontal projection area. 6.7.3.For the structure with windward surIace that incline an angle oIto wind direction,considerascoeIIicientcnandctwhiledeterminingthegeneral resistant components oI object on its axis direction correspond to the area oI windward surIace. TheothercasesarenotpresentedinTable6(theothertypeoIbuilding andconstructions,accordingtotheotherwinddirections,thegeneral resistantcomponentoIobjecttootherdirections),theaerodynamic coeIIicient must be taken Iollowing experiment data or speciIic instruction. 6.8.Fortheconstructionsandbuildingwhichhaveopenings(windows,doors, ventholes,holesIorlight)illustratedinthediagramIrom2to26Table6, distributeduniIormlyonperimeter,ortherearetheIiber-cementwallsand other materials can let wind go through (independent oI the openings). When computingstructureoIexteriorwall,columnandbeamsustainwind,the value oI aerodynamic coeIIicient Ior exterior wall is Iollowing as: c 1 Ior positive pressure c - 0.8 Ior negative pressure Wind load is 0.4Wo Ior interior wall and 0.2Wo but not less than 10 daN/m2 Ior lightweight partitions not over than 100 daN/m2. 6.9.Whenanalyzing thetransverseIrameoIconstructionthathasthemonitors arrangedalongthedirectionoIbracedIrameoronthetopwitha~4h TCVN 2737 : 1995 25 (diagram 9, 10, 25 Table 6), wind load acting on the columns on both sides windward and leeward must be considered as well as the horizontal Iorce oI wind acts on monitors. For the Iabric which has serrated rooI(diagram 24, Table 6) or top monitor witha4h,Iriction IorceWImustbetakentoreplacethehorizontalIorce acting on the second monitor and the next Irom windward direction. Friction Iorce is computed by the Iollowing Iormula: Wf Wo *cf *k*S(7) Where Wo - Wind pressure in Table 4, unit daN/m2; cI - Friction coeIIicient in Table 6; k - CoeIIicient in Table 5; S-Horizontalprojectedarea(IortheserratedrooI,waverooI, corrugatedrooIandrooIwithmonitor),orverticalprojectedarea(Ior wall with loggia and similar structures) unit square meter. TCVN 2737 : 1995 26 TableInstruction to determine aerodynamic coefficientRemarks Instruction to determine aerodynamic coeIIicient c 0.8 c - 0.6 c 0.7 c - 0.6 c - 0.5 c - 0.5 Diagram oI building, construction, component and diagram oI wind load1. a)The vertical surIaces - Windward - eeward b) The vertical plan or the plan incline an angle oI less than 15o to the vertical in construction with many monitor or in the construction with complicated surIace (iI not including the diagrams in this table): - The exterior portion or the projection interior portions: Windward eeward - The other interior portions Windward eeward TCVN 2737 : 1995 27 Table(Continued) Remarks - II the wind blow to the gable then all the surIace oI rooI take the same value ce -0.7 - Whilethe coeIIicient v is determined according to Article 6.15 then: h h1 0.2 ** tg Instruction to determine aerodynamic coeIIicient

Diagram oI building, construction, component and diagram oI wind load2. The construction with span rooI

Elev. Plan 3. The span rooI closed to ground. 0 0.5 1 ~ 20 0 -0.6 -0.7 -0.820 0.2 -0.4 -0.7 -0.840 0.4 0.3 -0.2 -0.460 0.8 0.8 0.8 0.8Ce2 60 -0.4 -0.4 -0.5 -0.8h1/CoeIIicient (degree)Ce1b/-0.51 0.5-0.5-0.6~ 2-0.6-0.6Value oI Cwhen h1/ is-0.4e3 1~ 20 0.2 0.80 30 ~ 60Co o oe1TCVN 2737 : 1995 28 Table(Continued) Remarks -IIthe coeIIicient v is determined according to Article 6.15 then: h h1 0.7I Instruction to determine aerodynamic coeIIicient

The value oI cc3 is taken according to diagram 2 Diagram oI building, construction, component and diagram oI wind load4. The dome closed to ground

5. Dome or nearly dome (likes the rooI on the bow-truss)6. The enclosed construction with pent rooI 0.1C I/0.20.60.10.20.5e1C e10.8 0-0.6 15oo30o~ 600.1 0.2 0.3 0.40 0.1 0.2 0.4 0.60.2 -0.2 -0.1 0.2 0.5-0.8 -0.7 -0.3 0.3Ce2~ 1-0.8 -0.9 -1 -1.1I/CoeI. h1/Ce10.70.5-1.20.70.7TCVN 2737 : 1995 29 Table(Continued) Remarks - II b1 b2 and 0 30o then take co according to this table - II b1 ~ b2 then take co according to diagram 2 - Take ce1, ce2, ce3 according to diagram 2 - When analyzing the transverse Irame oI the construction which have monitor according to diagram 8 and have windshield, then the total aerodynamic coeIIicient acting on 'monitor - windshield system is 1.4 - II the coeIIicient is determined according to Article 6.15 then h h1- For the windward ,leeward wall or other wall, the aerodynamic is determined according to diagram 2 - II the coeIIicient is determined according to Article 6.15 then h h1 Instruction to determine aerodynamic coeIIicient

- Take ce1, ce3 according to diagram 2 - For the surIace oI monitor, the aerodynamic coeIIicient -0.6 - For the monitor`s windward surIace that incline an angle oI less than 20o, the aerodynamic coeIIicient -0.8 - See the instruction Ior the aerodynamic coeIIicient oI diagram 8- For the rooI on AB section, take ce as diagram 8 - For the monitor on BC section, iI 2 then cx 0.2; iI 2 8 then cx0.1; iI ~8 then cx0.8 when a/(h1-h2) - For the rooI on the remains sections, ce -0.5Diagram oI building, construction, component and diagram oI wind load7. The closed construction with part have pent rooI

8. The one-span construction with monitor runlongitudinally 9. The multi-span construction with monitor run longitudinally Co h1/h21.21.41.61.82.02.53.0~4.0-0.5-0.3-0.10.10.20.40.60.8TCVN 2737 : 1995 30 Table(Continued) Remarks - See the legend Ior diagram 9

Instruction to determine aerodynamic coeIIicient- See instruction Ior aerodynamic coeIIicient oI diagram 8 - The coeIIicients c`e1, c``e1, ce2 are taken like as diagram 2 when determine ce1 according to h1 (the height oI the windward wall). - On the AB section ce same as the coeIIicient on BC section Irom diagram 9 when monitor`s height is (h1-h )- The coeIIicient ce1 same as diagram 2 - The coeIIicient ce1 same as diagram 2 - The coeIIicient ce1 same as diagram 2 - The coeIIicient ce2 is calculated as Iollowing: ce2 0.6 x (1 - 2h1/h) iI h1 ~ h then ce2 0.6Diagram oI building, construction, component and diagram oI wind load10. The multi-span construction with monitors on deviatory levels runs longitudinally. 11. The closed two-span construction with spans rooIs. 12. The closed two-span construction with spans rooIs on diIIerent levels. 13. The closed three-span construction with spans rooIs on diIIerent levels. TCVN 2737 : 1995 31 Table(continued) Remarks Instruction to determine aerodynamic coeIIicient Aerodynamic coeIIicients see adjacent diagram. Aerodynamic coeIIicients see adjacent diagram. - CoeIIicient Ce1 is determined as diagram 2. - CoeIIicient Ce2: Ce2 0.6*(1-2*h1/h) 1 h1 < h then Ce2 = -0.6

- CoeIIicient Ce1 is taken as: II a4h then Ce1 0.2 II a ~ 4h then Ce1 0.6 Diagram oI building, construction, component and diagram oI wind load14. Enclosed construction, with monitor and one penthouse 15. Enclosed construction, with monitor and two penthouse 16. Three span enclosed construction with monitor run along in midle span 17. Two span enclosed construction with monitor run along TCVN 2737 : 1995 32 Table(continued) Remarks Instruction to determine aerodynamic coeIIicient Aerodynamic coeIIicients see adjacent diagram Aerodynamic coeIIicients see adjacent diagram Aerodynamic coeIIicients see adjacent diagram Aerodynamic coeIIicients see adjacent diagram Diagram oI building, construction, component and diagram oI wind load18. Enclosed construction, with upper parapet, and span rooI 19. Enclosed construction, with dome and under monitor 20. Two span enclosed construction with dome and under monitor 21. One span enclosed construction with monitor and wind-shield TCVN 2737 : 1995 33 Table(continued) Remarks - Friction Iorce Iollow the wind direction is calculated with CI 0.04 - See remark on the diagram 9 Instruction to determine aerodynamic coeIIicient Aerodynamic coeIIicient see adjacent diagramCoeIIicient Ce1 and Ce3 shall be used as Iollows : - According to the diagram 2 iI I/b 0.25 - According to the diagram 9 iI I/b > 0.25 - CoeIIicient Ce1 and Ce3 shall be used according to the diagram 2. - In case oI the wind direction as show as picture or the wind direction perpendicular drawing plane, the Iriction Iorce WI is calculated the same. Diagram oI building, construction, component and diagram oI wind load22. Enclosed construction with 2 span, have monitor and wind-shield 23. Enclosed construction, rooI is made by thin shell and waved rooI or corrugated rooI 24. Construction have serrated rooI TCVN 2737 : 1995 34 Table(continued) Remarks - See remark on the diagram 9 - CoeIIicient Ce as the diagram 2.-IIenclosedconstructionuseCi 0.ConstructionsinArticle6.1.2, standardvalueoIpressuretoout sidelightpartition(whenmass divideareasurIace100kg/cm2) equal0.2Wobutnolessthan10 kg/m2. -WitheachwalloIconstruction: plusorminus oI Ci1 when 3 5 determineIromactualconditionoI Instruction to determine aerodynamic coeIIicient - CoeIIicient Ce1 and Ce3 shall be used according to the diagram 2. - Friction Iorce WI is calculated according to the diagram 24. CoeIIicient Ce1 shall be used as Iollows :- II a 4h then Ce1 0.2 - II a ~ 4h then Ce1 0.6 3 : The osmose oI wind blow to wall equal ratio between area oI opening and area oI wall. - II 3 5 then Ci1 Ci2 0.2 depend on wind direction (Iront or rear Irom the wind direction). - II 3 K 30 then Ci1 Ci3 determine Iollow the diagram 2 and Ci2 0.8 - 1 one 1,.e is 1: opened we :se the s,2e in .,se 3 K 30%. Diagram oI building, construction, component and diagram oI wind load 25. Construction have monitor on the top oI rooI 26.Enclosed construction having complicated spans. 27. Construction having one Iace ussually open ( Iull opened or partially opened ). TCVN 2737 : 1995 35 Table(Continued) Remarks Instruction to determine aerodynamic coeIIicient - CoeIIicients Ce1, Ce2 and Ce3 are given in Diagram 2.- CoeIIicients Ce1, Ce2 and Ce3 are given in Diagram 2. - Ce4 coeIIicient 0.8 inward, Ce3 outward. Diagram oI building, construction, component and diagram oI wind load28. Building with two opposite open sides 29. Building with three open sides. TCVN 2737 : 1995 36 Table(Continued)Remarks - For transverse rooI or sloping rooI(150),theaerodynamic coeIIicientsonh1,h2heightsas well as that vertical heights. -Whenl1~h1,thelengthoI transitiveportionintonegative pressure is equal to h1/2. -TheaerodynamiccoeIIicientson thesunkencorneroIbuilding(on lengtha),parallelwithwind directionaswellasthewindward surIace.-Whenb~a,thelengthoI transitiveportionintonegative pressure is equal to a/2. -Thevalue oI coeIIicients Ce1, Ce2, Ce3,Ce4areusedtocalculatetotal pressureoIaboveandbelow surIaces oI eaves. -FornegativevaluesoICe1,Ce2, Ce3,Ce4,thedirectionoIwind pressure inverts in the diagrams. -ForcorrugatedorwaverooIs,iI winddirectionisparallelwithrooI thenIrictionIorceWiisenclosed with cI0,04.Instruction to determine aerodynamic coeIIicient Ce4 0 -0.4 0 0 0 0.4 Ce3 -1.1 0 0.6 -1.5 0 0.4 Ce2 -1.3 0 0.9 -1.1 0.5 0.8 0.4 0.5 0.6 0.2 0.3 0.4 Ce1 0.5 1.1 2.1 0 1.5 2 1.4 1.8 2.2 1.3 1.4 1.6 (Degree) 10 20 30 10 20 30 10 20 30 10 20 30 Diagram I II III VI Diagram oI building, construction, component and diagram oI wind load30. Building with multi-elevations 31. Eaves TCVN 2737 : 1995 37 Table(Continued) Remarks - CoeIIicient Ce is used when Re ~ 4x105. -IIbh0.7xdthen4is determined Iollow Article 6.15.

Instruction to determine aerodynamic coeIIicient Cx 1.3 when Re 105 Cx 0.6 when 2*105 Re 3*105 Cx 0.2 when Re 4*105 WithRe 0.88*d*(Wo*k(z)*)0.5*105(coeIIicient Re: Reynolds`s number) d : diameter oI sphere (m) Wo: wind pressure Iollow Table 4 (daN/m2). k(z): coeIIicient oI dynamic pressure change depend on elevation (Table 5). : The Reliable coeIIicient Iollow Article 6.3.Ce1 k1 x C with k1 1 when C ~ 0 C is used when Re ~ 4x105as Iollows : Diagram oI building, construction, component and diagram oI wind load 32. Sphere 33. Construction have cylinderical around surIace (tank, tower, chimney) with or without rooI. 90 - 1.25 75 - 1.2 180 + 0.4 60 - 0.8 175 + 0.3 45 - 0.2 150 + 0.2 30 + 0.4 135 - 0.2 15 + 0.8 120 - 0.6 0 + 1.0 105 - 1.0o Ce o Ce 25 1.210 1.15 5 1.1 2 1.0 1 0.95 0.5 0.9 0.2 0.8 h1/d k1when C < 0 TCVN 2737 : 1995 38 Table(Continued) Remarks - CoeIIicient Re is determined Iollow diagram 32 with z h1. - CoeIIicient C1 is used in case open rooI and have not rooI. - When coeIIicient 4 is determined Iollow Article 6.15 so b 0.7d andh h1 0.7I. Whenwinddirectionparallelwall haveloggiaCI0.1,withwaved rooI CI 0.04. Buildinghaverectangleplanshape (Table 6.3) iI l/b 0.1 ~ 0.5 and 40o ~50o thenCv0.75;iIwind loadisuniIormatpointOthen eccentricity e 0.15b. Instruction to determine aerodynamic coeIIicient Resistance coeIIicient on Iront Iace Cx and Cv as Iollows : Cx k*Cx , Cv k*Cv %,-e 6.1 c is determined Iollow Table 2. In Table 2 l/b with l,b are the largest and the smallest dimension oI constructionor part oI it in plan perpendicular wind direction.Diagram oI building, construction, component and diagram oI wind load (continue diagram 33) 34. Construction shape right prism having plan is square and polygon. 1 100 0.95 50 0.9 35 0.85 20 0.75 10 0.65 5 0.6 . k V,:e Ce2 when h1/d eq:, K 1 - 0.8 K 5 - 1.05 - 0.6 2 -0.9 1 -0.8 - 0.5 1/2 -0.7 1/4 -0.55 Stye roo1 Roo1 1,t, sh,pe .one when 5o , sphere when 1/d 0.1 1/6 - 0.6 h1/d C1 6 0 3 00- 1 . 2- 0 . 8- 0 . 4+ 0 . 4+ 0 . 8C+ 1 . 01 8 0 1 5 0 1 2 0 9 0TCVN 2737 : 1995 39 Table(Continued) Remarks - CoeIIicient Re is determined Iollow diagram 32 with z h1 and d is circumscribed circle. - When coeIIicient 4 is determined Iollow Article 6.12 so h is height oI construction, b is dimension oI plan on axis y.Instruction to determine aerodynamic coeIIicient Table 6.2 Table 6.3 Table 6.4 Diagram oI building, construction, component and diagram oI wind load(continue diagram 34) TCVN 2737 : 1995 40 Table(Continued) Remarks - CoeIIicient Re is determined Iollow diagram 32 with z h and d is diameter oI construction. - : Use 0.005 m Ior wood structure, use 0.01m Ior brick structure, use 0.005 m Ior concrete and reinIorce concrete structure, use 0.001 m Ior steel structure, use 0.01d Ior cables have diameter is d, use h Ior structure have Iaces which are reinIorced by stiIIeners and thickness oI stiIIener is h. - With corrugated or wave rooI CI 0.04 - With power transmission line Cx is determined as Iollows: iI cables have diameter K 20 mm then Cx is allowed reduce 10. Instruction to determine aerodynamic coeIIicient Cx k*Cx Where :CoeIIicient k is determined Iollow Table 6.1 oI diagram 34 CoeIIicient Cx is determined Iollow under chart with rough Iaces (concrete, steel, wood ...) When wind direction perpendicular axis oI component use Cx 1.4. Diagram oI building, construction, component and diagram oI wind load35. Construction have around surIace is cylindrical (tank, tower, chimney) capble, conducting-wire and components oI structure have pipe and enclosed shape. 36.Hollowsteelstructurehaveother sections 12 1. 508 40. 40. 8C x1. 21020 16 28 24 R e /10 32510-4/d00 510-3-2TCVN 2737 : 1995 41 Table(Continued) Remarks Aerodynamic coeIIicient in diagrams 37, 38, 40 use Ior truss which have under any circumstances borderline and: Ai/A 0.8. - Wind load depends on limited area oI borderline A. - Direction X is coincided wind direction and perpendicular truss plan.- See remark on diagram 37 - CoeIIicient Re is determined Iollow Iormula on diagram 32 with d is average diameter oI pipe, z is distance between ground and upper chord oI truss. -IndiagramoIconstruction:his thesmallestdimension.IItrussis rectangle or polygon truss then h is dimension smaller,iItrussiscircle trussthenhisoutsidediameter,iI trussis ellipse truss and the similar shapethenhisthesmallestaxis length,bisdistancebetween trusses. Instruction to determine aerodynamic coeIIicient Cx 1/A* Cxi *Ai With Cxi is aerodynamic coeIIicient oI component i, use Cx 1.4 Ior shape steel, iI component is steel pipes Cxi Iollow chart oI diagram 35 and have to use e (Table 6.2 diagram 34). Ai is projection area oI component i on the plan Iront oI the wind. A is area is limited by truss`s borderline.When one row oI truss parallel each other:the Iirst truss have Cxi Iollow diagram 37. The second truss and continuous trusses have Cx2 Cx1*g. II truss is made by shape pipes and Re K 4 * 105 then g 0.95. Diagram oI building, construction, component and diagram oI wind load37. Independent truss 38. Trusses parallel each other Value g Ior shape steel and piping whenRe 4*105 and b/h as Iollow6 1 0.93 0.83 0.72 0.61 0.5 4 1 0.9 0.78 0.65 0.52 0.4 2 1 0.87 0.73 0.59 0.44 0.3 1 0.99 0.81 0.65 0.48 0.32 0.15 1/2 0.93 0.75 0.56 0.38 0.19 0 0.1 0.2 0.3 0.4 0.5 K 0.6 TCVN 2737 : 1995 42 Table(Continued) Remarks -IIbridgeoIconveyerbeltisIull enclosedwecanignoreIorces parallel Z direction. - II bridge oI conveyer belt is partially opened then coeIIicient C Iollow diagram 27.- See remarks on diagram 37 - Every case C1 is calculated with assumption wind direction perpendicular to windward surIace oI truss or tower. -IIwinddirectiondiagonallyto towerwhichhavesquareplanthen Ctismultipliedbyother coeIIicients:0.9Iorsteeltoweris madebysinglecomponent,1.1Ior woodtowerismadeby combinative component.Instruction to determine aerodynamic coeIIicient a) Exterior wall is enclosed and glossy with condition 20o -Y direction: Iollow diagram 2. -X direction: equal 5 wind load on y direction. b) Exterior wall is opened and discontinuous when rooI, slab are enclosed -Y direction: Iollow diagram 38. -Xdirection:onwindwardareaoIcrosspieceorbeam in bridge oI conveyer belt length, coeIIicient c 1.2iI componentissteelpipes,c1,4iIcomponentis steel shapes, in there bar area F Ii and beam area F a x b c)Exteriorwallisenclosedanddiscontinuous:useIor casebridgeoIconveyerbelthavesupportedstructure (column, beam, cross piece) which lie over enclosed wall: -Y direction: Iollow diagram 2. Resistance coeIIicient on Iront Iace is determined as Iollows :T Cx*(1 g)*k1 withCx is determined Iollow diagram 37, g is determined like diagram 38, k is determine as Iollow table: Diagram oI building, construction, component and diagram oI wind load39. Bridge oI conveyer belt 40. Spacing truss and hollow tower Se.tions ,nd wind dire.tion k11.0-h-0.91.2hTCVN 2737 : 1995 43 Table(Continued)Remarks Instruction to determine aerodynamic coeIIicient - This diagram is used Ior multi-story Irame without wall or other portions. - CoeIIicient C Iollow diagram 38. Cx Cx.sin2 With Cx is determined Iollowing the data oI diagram 35.Diagram oI building, construction, component and diagram oI wind load41. Multi-story Irame 42. Cable and piping component are sloping in the plan that is parallel with wind direction. TCVN 2737 : 1995 44 Table(Continued)Remarks Instruction to determine aerodynamic coeIIicient 1.Coneandcylinderwithcirclebottomonthe ground:- Cone: Cx 0.7 Cz 0.3 -Cylinder with circle bottom on the ground: Cx 1.2 Cz -0.3 2.Cone in the space: a)Top oI cone is windward: -Cone without bottom, when 300, Cx 0.35 -Cone without bottom, when 600, Cx 0.5 b)TopoIconeisleeward:valuesbelowareused when Re ~ 105 -Cone without bottom: Cx 1.4 -Cone with bottom: Cx 1.2 Diagram oI building, construction, component and diagram oI wind load43. Cone-shaped and cylindrical building with circle bottom1. Cone and cylinder with circle bottom on the ground: 2. Cone and cylinder in the space: TCVN -1995 6.10. At the area next to rooI border, rooItop border and rooI leg, contiguous sides betweentransversewallandlongitudinalwall,iIexteriorpressureis negative then the local pressure must be considered. (Figure 1). ocal pressure coeIIicient D is determined to Table 7. 1able 7 - Local pressure coefficient D Local pressure areaCoefficient D -Area1:width acountingIromrooIborder,rooI-top border and rooI leg and wall corner -Area 2: width a is next to area 1 2 1.5 Aotes: 1) At the local pressure area, aerodynamic coefficient C must be multiplied by local pressure coefficient D. 2) When calculating total force of building, a wall or a roof system is not used this local pressure coefficient. 3) Width a takes the minimum in 3 following values. 0.1b, 0.1l and 0.1h but not exceeds 1.5m. See b, l, h dimensions on Figure 1. 4) Localpressurecoefficientisonly appliedforbuildings with roofslope~ 100. TCVN -1995 46 5) Whentherearetheeavesthentheroofareasincludeseavesarea.The pressure of eaves is equal to the pressure of wall below eaves. 6.11.Dynamic component oI wind load must be counted in the calculation oI the columnarbuilding,tower,stack,electricalpole,columnarequipment, conveyor, outdoor rack, multi-story buildings over 40m, one Iloor-one span industry building Irame over 36m, ratio oI height on span is more than 1.5. 6.12.ForhighbuildingsandIlexiblestructures(stack,columnarbuilding,and tower.) also checking aerodynamic instability. InstructionstocalculateandsolutionstoreducetheoscillationoIthose structures are established by the individual researches that are based on the aerodynamic testing data. 6.13.ThenormalvalueoIdynamiccomponentoIwindloadWponheightZis determined as Iollowing: 6.13.1.ForthebuildingsandstructureswhichhastheIundamentallynatural oscillationIrequencyI1(Hz)aremorethanlimitingvalueoInatural oscillation Irequency I

deIining in Article 6.14 are determined according to Iormula: Wp W**4(8) Where. W-NormalvalueoIstaticcomponentoIwindloadateIIective height is determined to Article 6.3. -AerodynamiccoeIIicientoIwindloadatheightZisdetermined to Table 8. 4-SpacecorrelatedcoeIIicientoI dynamic pressure oI wind load is determined Article 6.15. 1able 8 - Aerodynamic coefficient of wind loadTCVN -1995 47 Height Z, m Aerodynamic coefficientfor different terrain ABC 5 10 20 40 60 80 100 150 200 250 300 350 K 480 0.318 0.303 0.289 0.275 0.267 0.262 0.258 0.251 0.246 0.242 0.239 0.236 0.231 0.517 0.486 0.457 0.429 0.414 0.403 0.395 0.381 0.371 0.364 0.358 0.353 0.343 0.754 0.684 0.621 0.563 0.532 0.511 0.496 0.468 0.450 0.436 0.425 0.416 0.398 6.13.2.Forthebuildings(anditsparts)hasthecalculationdiagramthatisthe onedegreeoIIreedomsystem(transverseIrameoIonestoryindustry building,watertower.),whenI1I

,isdeterminedaccordingto Iormula: Wp W***4(9) Where. - Aerodynamic coeIIicient is determined by diagram at Figure 2, depend on the parameter 1 and logarithmic diminution oI oscillation. 1* 940*fwo

1 (10) - Reliable coeIIicient oI wind load, equal to 1.2. Wo - Value oI wind pressure (N/m2) is speciIied in Article 6.4 TCVN -1995 48 Curve1-Forbrick,concretebuildingsandsteelstructure withcovering (00 0.3). Curve2-Forsteeltower,steelpost,chimneyandcolumnarequipment with reinIorced concrete pedestal (00 0.15). 6.13.3.Buildingswithsymmetrical plan have I1 I

and constructions have I1 I

I2 is speciIied in Iormula (I2 is second natural oscillation Irequency oI building): Wp m ***y (11) Where. m - mass oI part oI building that its center oI gravity in the height Z. - Dynamic coeIIicient, see Article 6.13.2. y-DisplacementoIbuildingintheheightZcorrespondtotheIirst natural oscillation mode(Note that Ior building with symmetrical plan it is conservative to takeyequaltodisplacementduetostatichorizontaluniIorm Iorces). -CoeIIicientcomputedasIollow(bydividebuildingtorpartin which wind load is invariable):

rkk krkpk kM yW y121**(12) Where. Mk - The mass oI part k oI building.

1Figure 2 - Dynamic coeIIicient 0.05 0.10 0.15 0.20032121TCVN -1995 49

k - Displacement oI centroid oI part k correspond to the Iirst natural oscillation mode. Wk - UniIorm dynamic component oI wind load in part k oI building is determined as Iormula (8). For multi-story building with stiIIness, mass and the width oI windward surIace are invariable at every elevation, it is conservative to deIine standard value oI dynamic component oI wind load as Iollowing equation: ph pWh:W * * * 4 . 1(13) WhereWph-StandardvalueoIdynamiccomponentoIwindloadin elevation h oI building is determined in equation (8). 6.14.6.12.imitingvalueoInaturaloscillationIrequencyI

(Hz)whichpermit not to calculate inertia generate when building oscillate with corresponding natural oscillation,isdetermined in Table 9 subject to reductive value 0 oI oscillation. 6.14.1.Forbrick,reinIorcedconcrete.Forbrick,concretebuildingsandsteel structure with covering 00 0.3. 6.14.2.Forsteeltower,steelpost,chimneyandcolumnarequipmentwith reinIorced concrete pedestal 00 0.15. 1able 9 - Limiting value of natural oscillation frequency fL Wind pressure zone F

Hz 00 0.300 0.15 I1.13.4 II1.34.1 III1.65.0 IV1.75.6 V1.95.9 ForcylindricalconstructionwhenI1I

needcheckingaerodynamic stability. TCVN -1995 50 bhaWind directionFigure 3 - Coordinate to deIine correlative coeIIicient 46.15.SpacecorrelativecoeIIicientoIdynamiccomponentoIwindpressure4is calculatedsubjecttocomputedsurIaceoIbuildingonwhichdynamic correlation is deIined. ComputedsurIaceincludeIrontwallsurIacestowardwinddirectionand rearwallsurIaces,sidewalls,rooIandsuchstructuresthatthrough which wind pressure can transIer to other structures. IIcomputedsurIaceoIbuildingisrectangularandparalleltobasicaxes (see Figure 3) coeIIicient 4 is determined in Table 10 depend on parameters 8 and / Parameters 8 and / is in Table 11 1able 1: Space correlative coefficient of dynamic component of wind pressure 4 8 (m) / (m) 510204080160350 0.10.950.920.880.830.760.670.56 50.890.870.840.800.730.650.54 100.850.840.810.770.710.640.53 200.800.780.760.730.680.610.51 400.720.720.700.670.630.570.48 800.630.630.610.590.560.510.44 1600.530.530.520.500.470.440.38 1able 11: Parameters 8 and / TCVN -1995 51 Basic8/ ZOYbh ZOX0.4ah XOYba 6.16.BuildingshaveI1I

needconsideringIirstsoscillationmodewhen calculating dynamic, s is determined Irom condition: IS I

IS1 6.17.ReliablecoeIIicientoIwindloadis1.2IorassumeserviceliIeoI buildingsandconstructionsare50years.WhenassumeserviceliIeis varies,calculatedvalueoIwindloadmustbemultipliedbythecoeIIicient in Table 12. 1able 12 - Coefficient to adjust wind load subject to varied assume service life of building Assume service liIe oI building (year) 51020304050 CoeIIicient to adjust wind load 0.610.720.830.910.961 TCVN -1995 52 Appendix A Method to define stress due to basic and special load combinations 1.Whenthereareatleasttwoloadcasesintheloadcombination,thetotal internal IorceX due to those loads (bending moment or torque moment, axial Iorce or shear Iorce) will be deIined by Iormula:

mii tcimitciX X X12 211 *(A.1) Where Xtci-thestressisdeIinedbystandardvalueoIeachload,including combination coeIIicient correspond to requirements at item 2.4.3

i -reliable coeIIicient Ior each load m - number oI load acting at the same time 2.IItheloadsinduce2or3internalIorces(X,Y,Z)atthesametime(e.g. normal-stress and bending moments in one or two direction) then in each load combination, it should have 3 internal Iorce methods (X,Y,), (Y,Z, X ), (Z, X,)incaseoI3internalIorces;2internalIorcemethods(X,Y),(Y,X)in case oI 2 internal Iorces. For method (X,Y,), those internal Iorces are deIined by Iormulas: mii tcimitciX X X12 211 * (A.2)

mii tcimii tci tcimitciX X 12 212 211 *1 * *

(A.3)

mii tcimii tci tcimitciX X 12 212 211 *1 * *

(A.4) Where: X,Y, - the total internal Iorce that are induced by some temporary loads at TCVN -1995 53 thesametime.Xtci,Ytci,Ztci-theinternalIorcesaredeIinedaccordingto standardvalueoIeachloadincludingcombinationcoeIIicient,Ior short-term loadsIollowitems1,4,3,incaseoIconsiderationaboutdynamicoIwind load, Iollow item 5.13. m, i - same as Iormula (A.1). Formethod(Y,Z, X )and(Z,X,),internalIorceisdeIinedaccordingto Iormula (A.2), (A.3) and (A.4) with permutation oI X, Y, Z. In the Iormula (A.2), (A.3) and (A.4), the subtract sign (-) presents in case oI deductiontheabsolutevalueoIinternalIorce,whichisdeIinedbyIormula (A.2) is dangerous, thus three Iormulas are under the same sign. Whenestablishingtheloadcombination,incasethetemporaryloadis computed in order to bring about the extremum oI one oI internal Iorces, and theothersareobtainedlikeasthisconsequence,thustheinternalIorceis deIinedbyIormula(A.2)anditscorrelativeinternalIorcesaredeIinedby (A.3)and(A.4).Forexample,whenestablishingtheloadcombination (minimumaxialIorceandcorrelativemoment),theminimumaxialIorceis deIined by (A.2) and the correlative is deIined by moment by (A.3). Aotes:Dependingontheloadcombinationtoaddtheinternal forcedueto long-term load with bigger or smaller reliable coefficient (section 3.2) TCVN -1995 54 Appendix B List of bridge cranes with the different working conditions 1able B1 Working condition Type of bridge cranes Factories ight Medium Heavy Very heavy With hook Ior cargo Hook has electric trolley With hook; types Ior casting, Iorge, metal temper. With bucket; with electromagnet; type oI loading/unloading by magnet bucket to bear the cast block; type Ior smashing to pieces. Maintenance workshop, machine department oI thermo-electric Iactory. Mechanical and assembly workshop oI medium Iactory Ior mass manuIacture, mechanical maintenance, packaged cargo loading/unloading station. Workshop oI huge Iactory Ior mass manuIacture, non-packaged cargo loading/unloading station, some workshops in metallurgy Iactory Workshops in metallurgy Iactory Notes:theelectricbridgecraneworksinmediumworkingconditionand the hand-push bridge crane works in light working condition. TCVN -1995 55 Appendix C Load due to clash of bridge crane and stopper. The standard horizontal load Py (10 KN), which arise by clash oI crane and stopper and directs along crane way, is deIined by Iormula: Iv * mP2y

Where: v - velocity oI crane at the moment oI clash, equal to nominal velocity (m/s) I - the maximum settlement oI the buIIer, equal to 0.1m Ior crane with soIt wire and liIt capacity under 500 KN at light working condition, medium and heavy working condition, equal to 0.2m Ior other cases. m - equivalent weight oI crane, unit ton (10 KN), is deIined by Iormula: kkMM

l * KQ P2P*g1m

Where: g - gravity acceleration, equal to 9.81m/s2 PM - Crane`s weight, ton (10 KN). PT - Trolley`s weight, ton (10 KN). Q - Crane`s liIt capacity, ton (10 KN). k -The coeIIicient, take equal to 0 Ior crane with soIt wire, 1 Ior crane with hard wire.

k - Crane`s range, m. l - Distance between trolley and support, m. The applied value oI load with reliable coeIIicient at section 5.8 is not larger than the values, which are listed in below table C.1: TCVN -1995 56 Table C.1 Specific characteristicsCritical load, 10 KN 1.Crane operated by hand or electricity. 2.Versatile electric crane, medium and heavy working condition with crane in casting workshop 3.Versatile electric crane, light working condition 4.Electric crane, very heavy working condition (in metallurgy and special work) - with soIt hook - with hard hook 1 15 5 25 50 Appendix D Map of wind pressure regions in Viet Nam (See the scaned A3 paper) TCVN -1995 57 Appendix E 1able E1 -Wind pressure region in administration. !lace-nameRegion!lace-nameRegion 1.Ha Noi capital -Urban -Dong Anh district -Gia am district -Soc Son district -Thanh Tri district -Tu iem district .Ho Chi Minh city - Urban - Binh Chanh district - Can Gio district - Cu Chi district - Hoc Mon district - Nha Be district - Thu Duc district .Hai !hong city - Urban - Do Son town - Kien An town - An Hai district - An ao district - Cat Hai district - Bach ong Vi island - Kien Thuy district - Thuy Nguyen district - Tien ang district - Vinh Bao district 4.An Giang province - ong Xuyen town - Chau Doc town - An Phu district - Chau Thanh district - Chau Phu district - Cho Moi island - Cho Moi district - Phu Tan district - Tan Chau district - Tinh Bien district II.B II.B II.B II.B II.B II.B II.A II.A II.A II.A II.A II.A II.A IV.B IV.B IV.B IV.B IV.B IV.B V.B IV.B III.B IV.B IV.B I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A - Thoai Son district - Tri Ton district 5.Ba Ria - Vung Tau - Vung Tau city - Chau Thanh district - Con Dao district - ong Dat district - Xuyen Moc district .Bac Thai - Thai Nguyen city - Bac Can town - Song Cong town - Cho Don district - Bach Thong district - Dai Tu district - Dinh Hoa district - Dong Hy district - Na Ri district - Pho Yen district - Phu Binh district - Phu uong district - Vo Nhai district .Ben Tre - Ben Tre town - Ba Tri district - Binh Dai district - Chau Thanh district - Cho ach district - Giong Trom district - Mo Cay district - Thanh Phu district .Binh Dinh - Qui Nhon city - An Nhon district - An ao district - Hoai An district - Hoai Nhon district I.A I.A II.A II.A III.A II.A II.A II.B I.A II.B I.A I.A II.A I.A I.A I.A II.B II.B I.A I.A II.A II.A II.A II.A II.A II.A II.A II.A III.B III.B II.B (I.A) II.B III.B TCVN -1995 58 Table E1 (Continued) !lace-nameRegion!lace-nameRegion - Phu Cat district - Phu My district - Tay Son district - Tuy Phuoc district - Van Canh district - Vinh Thanh district 9.Binh Thuan - Phan Thiet town - Bac Binh district - Duc inh district - Ham Tan district - Ham Thuan (South) - Ham Thuan (North) - Phu Qui district - Tanh inh district - Tuy Phong district 10. Cao Bang - Cao Bang town - Ba Be district - Bao ac district - Ha Quang district - Ha ang district - Hoa An district - Ngan Son district - Nguyen Binh district - Quang Hoa district - Thach An district - Thong Nong district - Tra inh district - Trung Khanh district 11. Can Tho - Can Tho city - Chau Thanh district - ong My district - O mon district - Phung Hiep district - Thot Not district - Vi Thanh district III.B III.B II.B (I.A) III.B II.B I.A II.A II.A (I.A) I.A II.A II.A I.A (II.A) III.A I.A II.A

I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A II.A II.A II.A II.A (I.A) II.A I.A II.A 1. Dac Lac - Buon Ma Thuat town - Cu Giut district - Cu M`ga district - Dac Min district - Dac Nong district - Dac Rlap district - E Ca district - E H`leo district - E Sup district - Krong Ana district - Krong Bong district - Krong Buc district - Krong Nang district - Krong No district - Krong Pac district - ac district - Mo Drac district 1. Dong Nai - Bien Hoa city - Vinh An town - Dinh Quan district - ong Khanh district - ong Thanh district - Tan Phu district - Thong Nhat district - Xuan oc district 14. Dong Thap - Cao anh town - Cao anh district - Chau Thanh district - Hong Ngu district - ai Vung district - Tam Nong district - Tan Hong district - Thanh Binh district - Thanh Hung district - Thap Muoi district I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A (II.A) II.A I.A I.A I.A I.A I.A II.A I.A I.A I.A I.A I.A I.A I.A TCVN -1995 59 Table E1 (Continued) !lace-nameRegion!lace-nameRegion 15. Gia Lai - Play Cu town - A Dun Pa district - An Khe district - Chu Pa district - Chu Prong district - Chu Se district - Duc Co district - K Bang district - Krong Chro district - Krong Pa district - Mang Giang district 1. Ha Bac - Bac Giang town - Bac Ninh town - Gia uong district - Hiep Hoa district - ang Giang district - uc Nam district - uc Ngan district - Que Vo district - Son Dong district - Tan Yen district - Tien Son district - Thuan Thanh district - Viet Yen district - Yen Dung district - Yen Phong district - Yen The district 1. Ha Giang - Ha Giang town - Bac Me district - Bac Quang district - Dong Van district - Hoang Su Phi district - Meo Vac district - Quan Ba district - Vi Xuyen district - Xin Man district - Yen Min district

I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A 1. Ha Tay - Ha Dong town - Son Tay town - Ba Vi district - Chuong My district - Dan Phuong district - Hoai Duc district - My Duc district - Phu Xuyen district - Phuc Tho district - Quoc Oai district - Thach That district - Thanh Oai district - Thuong Tin district - Ung Hoa district 19. Ha Tinh - Ha Tinh town - Hong inh town - Cam oc district - Cam Xuyen district - Duc Tho district - Huong Khe district - Huong Son district - Ky Anh district - Nghi Xuan district - Thach Ha district 0. Hai Hung - Hai Duong town - Hung Yen town - Cam Binh district - Chau Giang district - Kim Mon district - Kim Thi district - My Van district - Chi inh district - Nam Thanh district - Ninh Thanh district - Phu Tien district - Tu oc district II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B II.B IV.B IV.B IV.B IIIB(IVB) II.B I.A (II.B) I.A (II.B) IIIB(IVB) IV.B IV.B III.B III.B III.B II.B II.B III.B II.B II.B III.B III.B III.B III.B TCVN -1995 60 Table E1 (Continued) !lace-nameRegion!lace-nameRegion 1. Hoa Binh - Hoa Binh town - Da Bac district - Kim Boi district - Ky Son district - ac Thuy district - ac Son district - uong Son district - Mai Chau district - Tan ac district - Yen Thuy district . Khanh Hoa - Nha Trang city - Cam Ranh district - Dien Khanh district - Khanh Son district - Khanh Vinh district - Ninh Hoa district - Truong Sa district . Kien Giang - Rach Gia town - An Bien district - An Minh district - Chau Thanh district - Giong Rieng district - Go Quao district - Ha Tien district - Hon Dat district - Kien Hai district - Phu Quoc district - Tan Hiep district 4. Kon Tum - Kon Tum town - Dac Glay district - Vinh Thuan district - Dac To district - Kon Plong district - Ngoc Hoi district - Sa Thay district

I.A I.A II.B I.A II.B II.B II.B I.A I.A II.B II.A II.A II.A I.A I.A II.A III.B I.A I.A I.A I.A II.A II.A I.A I.A II.A III.A I.A I.A I.A II.A I.A I.A I.A I.A 5. Lai Chau - Dien Bien Phu town - ai Chau town - Dien Bien district - Muong lay district - Muong Te district - Phong Tho district - Tua Chua district - Tuan Giao district - Sin Ho district . Lam Dong - Da at city - Bao oc town - Cat Tien district - Di inh district - Da Hoai district - Da Te district - Don Duong district - Duc Trong district - ac Duong district - am Ha district . Lang Son - ang Son town - Bac Son district - Binh Gia district - Cao oc district - Chi ang district - Dinh ap district - Huu ung district - oc Binh district - Trang Dinh district - Van ang district - Van Quan district . Lao Cai - ao Cai town - Bac Ha district - Bao Thang district - Bao Yen district - Bat Xat district I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A TCVN -1995 61 Table E1 (Continued) !lace-nameRegion!lace-nameRegion - Muong Khuong district - Sa Pa district - Than Uyen district - Van Ban district 9. Long An - Tan An town - Ben uc district - Can Duoc district - Can Giuoc district - Chau Thanh district - Duc Hoa district - Duc Hue district - Moc Hoa district - Tan Thanh district - Tan Tru district - Thach Hoa district - Thu Thua district - Vinh Hung district 0. Minh Hai - Bac ieu town - Ca Mau town - Cai Nuoc district - Dam Doi district - Gia Rai district - Hong Dan district - Ngoc Hien district - Thoi Binh district - Tran Van Thoi district - U Minh district - Vinh oi district 1. Nam Ha - Nam Dinh city - Ha Nam town - Binh uc district - Duy Tien district - Hai Hau district - Kim Bang district - y Nhan district - Nam Ninh district I.A I.A I.A I.A II.A II.A II.A II.A I.A I.A I.A I.A I.A II.A I.A II.A I.A II.A II.A II.A II.A II.A II.A II.A II.A II.A II.A II.A IV.B III.B IIIB(IVB) III.B IV.B III.B III.B IV.B - Nghia Hung district - Thanh iem district - Vu Ban district - Xuan Thuy district - Y Yen district . Nghe An - Vinh city - Anh Son district - Con Cuong district - Dien Chau district - Do uong district - Hung Nguyen district - Ky Son district - Nam Dan district - Nghi oc district - Nghia Dan district - Que Phong district - Qui Chau district - Qui Hop district - Quynh uu district - Tan Ky district - Thanh Chuong district - Tuong Duong district - Yen Thanh district . Ninh Binh - Ninh Binh town - Tam Diep town - Gia Vien district - Hoa u district - Hoang ong district - Kim Son district - Tam Diep district 4. Ninh Thuan - Phan Rang - Thap Cham town - Ninh Hai district - Ninh Phuoc district - Ninh Son district IV.B III.B IV.B IV.B IV.B III.B I.A I.A III.B II.B III.B I.A II.B III.B II.B I.A I.A I.A III.B I.A II.B I.A II.B IV.B IV.B III.B III.B III.B IV.B IV.B II.A II.A II.A I.A TCVN -1995 62 Table E1 (Continued) !lace-nameRegion!lace-nameRegion 5. !hu Yen - Tuy Hoa town - Dong Xuan district - Song Cau district - Song Hinh district - Son Hoa district - Tuy An district - Tuy Hoa district . "uang Binh - Dong Hoi town - Bo Trach district - e Thuy district - Minh Hoa district - Quang Ninh district - Quang Trach district - Tuyen Hoa district . "uang Nam-Da Nang - Da Nang city - Tam Ky town - Hoi An town - Duy Xuyen district - Dai oc district - Dien Ban district - Giang district - Hien district - Hiep Duc district - Hoang Sa district - Hoa Vang district - Nui Thanh district - Phuoc Son district - Que Son district - Tien Phuoc district - Thang Binh district - Tra My district . "uang Ngai - Quang Ngai town - Ba To district - Binh Son district - Duc Pho district III.B II.B III.B I.A I.A III.B II.B (III.B) III.B I.A (II.B) IA(II.B,IIIB) I.A III.B II.B II.B II.B II.BIII.B II.BII.B II.BI.A I.AII.B V.BII.B III.BI.A II.B II.BIII.B I.A III.B I.A III.B III.B - Minh ong district - Mo Duc district - Nghia Hanh district - Son Ha district - Son Tinh district - Tra Bong district - Tu Nghia district 9. "uang Ninh - Cam Pha town - Hon Gai town - Uong Bi town - Ba Che district - Binh ieu district - Cam Pha district - Dong Trieu district - Hai Ninh district - Hoanh Bo district - Quang Ha district - Tien Yen district - Yen Hung district 40. "uang Tri - Dong Ha town - Quang Tri town - Cam o district - Gio inh district - Hai ang district - Huong Hoa district - Trieu Phong district - Vinh inh district 41. Soc Trang - Soc Trang town - Ke Sach district - ong Phu district - My Tu district - My Xuyen district - Thanh Tri district - Vinh Chau district 4. Song Be - Thu Dau Mot town II.B III.B II.B I.A II.B I.A II.B III.B III.B II.B II.B II.B IV.B II.B III.B II.B III.B II.B IV.B II.B II.B II.B II.B II.B I.A III.B II.B II.A II.A II.A II.A II.A II.A II.A I.A TCVN -1995 63 Table E1 (Continued) !lace-nameRegion!lace-nameRegion - Ben Cat district - Binh ong district - Bu Dang district - Dong Phu district - oc Ninh district - Phuoc ong district - Tan Uyen district - Thuan An district 4. Son La - Son a town - Bac Yen district - Mai Son district - Moc Chau district - Muong a district - Phu Yen district - Quynh Nhai district - Thuan Chau district - Song Ma district - Yen Chau district 44. Tay Ninh - Tay Ninh town - Ben Cau district - Chau Thanh district - Duong Minh Chau district - Go Dau district - Hoa Thanh district - Tan Bien district - Tan Chau district - Trang Bang district 45. Thai Binh - Thai Binh town - Dong Hung district - Kien Xuong district - Hung Ha district - Quynh Phu district - Thai Thuy district - Tien Hai district - Vu Thu district I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A I.A IV.B IV.B IV.B IV.B IV.B IV.B IV.B IV.B 4. Thanh Hoa - Thanh Hoa city - Bim Son town - Sam Son town - Ba Thuoc district - Cam Thuy district - Dong Son district - Ha Trung district - Hau oc district - Hoang Hoa district - ang Chanh district - Nga Son district - Ngoc ac district - Nong Cong district - Nhu Xuan district - Quan Hoa district - Quang Xuong district - Tinh Gia district - Thach Thanh district - Trieu Yen district - Tho Xuan district - Thuong Xuan district - Trieu Son district - Vinh oc district 4. Thua Thien Hue - Hue city - A uoi district - Huong Tra district - Huong Thuy district - Nam Dong district - Phong Dien district - Phu oc district - Phu Vang district - Quang Dien district 4. Tien Giang - My Tho city - Go Cong town - Cai ay district III.B IV.B IV.B II.B II.B III.B III.B IV.B IV.B II.B IV.B II.B III.B II.B I.A III.B III.B III.B III.B II.B II.B II.B III.B II.B I.A II.B II.B I.A III.B II.B III.B III.B II.A II.A II.A TCVN -1995 64 Table E1 (Continued) !lace-nameRegion!lace-nameRegion - Cai Be district - Chau Thanh district - Cho Gao district - Go Cong Dong district - Go Cong Tay district 49. Tra Vinh - Tra Vinh town - Cang ong district - Cau Ke district - Cau Ngang district - Chau Thanh district - Duyen Hai district - Tieu Can district - Tra Cu district 50. Tuyen "uang - Tuyen Quang town - Chiem Hoa district - Ham Yen district - Na Hang district - Son Duong district - Yen Son district 51. Vinh Long - Vinh ong town - Binh Minh district - ong Ho district - Mang Thit district - Tam Binh district - Tra On district - Vung iem district 5. Vinh !hu - Viet Tri city - Phu Tho town - Vinh Yen town - Doan Hung district - Me inh district - ap Thach district - Phong Chau district II.A II.A II.A II.A II.A II.A II.A II.A II.A II.AII.A II.A II.A I.A I.A I.A I.A I.A I.A II.A II.AII.A II.A II.A II.A II.A II.A II.A II.B I.A II.B II.A II.A - Song Thao district - Tam Dao district - Tam Thanh district - Thanh Hoa district - Thanh Son district - Vinh ac district - Yen ap district 5. Yen Bai: - Yen Bai town - uc Yen district - Mu Cang Chai district - Tram Tau district - Tran Yen district - Van Chan district - Van Yen district - Yen Binh district I.A II.B II.B I.A I.A II.B I.A I.A I.A I.A I.A I.A I.A I.A I.A TCVN -1995 65 Appendix F Wind pressure for meteorological stationsat mountain and island regions TheindependentvaluesoImeteorologicalstations,whicharelistedintableF1, F2, are wind pressure with construction`s assumed service period oI 5, 10, 20 and 50 years. 1able F1: Wind pressure from some meteorological stations at mountain region, applied for item .4.3. Meteorological station Wind pressure corresponding to the cycle, daN/m 5 years10 years0 years50 years 1.An Khe 2.Bac Can 3.Bac Son 4.Bao oc 5.Chiem Hoa 6.Con Cuong 7.Da at 8.Dac Nong 9.Ha Giang 10. Hoa Binh 11. Hoi Xuan 12. Huong Khe 13. Kon Tum 14. ac Son 15. uc Ngan 16. uc Yen 17. M`Drac 18. Playku 19. Phu Ho 20. Sinh Ho 21. Tua Chua 22. Than Uyen 23. That Khe 59 67 49 45 60 42 47 48 58 55 57 58 40 59 70 65 70 61 60 64 41 62 60 69 78 57 52 70 47 53 54 68 65 66 67 46 69 83 76 81 70 69 75 47 73 73 80 90 65 59 81 54 60 60 79 74 76 77 53 79 97 88 93 79 79 87 53 85 87 95 107 76 69 97 63 70 69 94 88 91 91 61 94 117 104 109 93 92 104 62 102 107 TCVN -1995 66 24. Tuyen Hoa 25. Tuong Duong 26. Yen Bai 62 52 58 72 61 68 83 71 77 98 86 91 1able F2: Wind pressure from some meteorological stations at island region, applied for item .4.3. Meteorological station Wind pressure corresponding to the cycle, daN/m 5 years10 years0 years50 years 1.Bach ong Vi 2.Co To 3.Con Co 4.Con Son 5.Hon Dau 6.Hon Ngu 7.Hoang Sa 8.Phu Quoc 9.Phu Qui 10. Truong Sa 147 130 95 81 131 94 86 103 83 103 173 153 114 94 154 110 102 123 97 119 201 177 135 108 178 128 120 145 110 136 241 213 165 128 214 153 145 175 130 160 TCVN -1995 67 Appendix G Method to define the height standard level for building and construction WhenlookingIorcoeIIicientk intable 5, iI the ground surrounding construction is not Ilat then the standard level to calculate the height z is Iollowing: 1.IncasetheslopeoIgroundi0.3,theheightzisIrombaseleveltothe current level. 2.IncasetheslopeoIground0.3i2,theheightzisIromtheconvention level Zo, which is lower than ground level, to the current level. The convention level Zo is deIined by Iigure G1. H 3HHBCDZo Z2ZoZoZo Z1AZ10.3 i 2ZoZ2Figure G1On the leIt oI point A:Zo Z1 On the section BC:Zo H(2I)/1.7 On the right oI point D:Zo Z2 On the section AB and CD: Zo is deIined by interpolation 3.IncasetheslopeoIgroundiK2,theconventionlevelZotocalculatethe height z is lower than ground level, which is deIined by Iigure G2. TCVN -1995 68 H 3HHBCDZo Z2ZoZoZo Z1AZ1Figure G2Z2i ~ 2On the leIt oI point C: Zo Z1 On the right oI point D:Zo Z2 On the section CD: Zo is deIined by interpolation