MITSUBISHI KAKOKI KAISHA, LTD. KAWASAKI, JAPANPROJECT SPECIFICATIONJOB NO.A1006491-0000DOC. NO.S-A1-1322-401DATE25/Oct./2012Calculation Sheet for Q-Pipe Rack Steel StructurePROJECT TITLENP PROJECTOWNERKaneka Paste Polymers Sdn. Bhd. LOCATIONGebeng, Kuantan, MalaysiaA1.Apr.13As BuiltS.SR.SH.OREV.DATEPAGE & DESCRIPTIONMadeCheckApprovePMSIGNATUREMadeS.ShibuyaCheckR.SaitoApproveM.SatoPMISSUED TOKPP 2 KNK 1 (QUANTITY)P SITE PJ 1 4 CONTENTSpage1.GeneralP.1-12.Major MaterialP.2-13.Calculation BasisP.3-14.Load CombinationP.4-15.Frame Member DesignP.5-16.Column BaseP.6-17.Computer Input and OutputP.7-1P.1 -1GeneralScopeThis specification covers the detailed design bases of civil, structure and building engineering including foundations and structures constructed of either type of reinforced concrete and/or structural steel for NP project to be constructed in Gebeng,Kuantan,Malaysia.Applicable documentThe order of precedence will be :Malaysian Laws, Codes and RegulationsThis specificationProject specifications for NP ProjectOwner's specificationInternational codes and standards, such as ;For Concrete design :BS 8110 "The Structural Use of Concrete" and Similar documents For Steel design :BS 5950 "The Use of Structural Steel In Building" and Similar documentsFor the subject not covered by said above-metioned documents, the design and engineering shall be based on good engineering practice.P.2 -Major MaterialMajor materials shall be used the following items. For the subject not covered by said the following items, shall be based on standard accepted internationally or manufacture's standard.PileReinforced Concrete ( RC ) PileSection :150, 200, 250, 300Length :L=30m ( In accordance with Soil Investigation Report. )- Manufacture's standardCementOrdinary Portland Cement ( OPC )- BS12ConcreteConcrete shall be used three kinds of concrete shown Table 2.1Table2.1 Characteristic of concreteConcrete Mix TypePurposePilesSubstructure, Superstructure and Foundations Etc.Slab on earthLeveling concreteConcrete Qualityin accordance with BS 8110Grade C45Grade C30Grade C25Grade C15Characteristic Strengthfcu [N/mm2]45302515Type of Aggregate( Max nominal size )BS882(20mm)BS882(20mm)BS882(20mm)BS882(20mm)Max. water cement ratio0.550.550.550.55Slump Max [mm]7525752575257525ReinforcementFor longitudinal and transverse reinforcement determined by strength design ; high yield deformed bar to meet ;BS 4449 Gr. 460 or equivalentAvailable size of reinforcement shall be shown Table 2.2 ;Table 2.2 Characteristic of deformed barsfy=460 [N/mm2]DesignationNominalDiameter [mm]Mass [kg]Cross SectionA [cm2]Perimeter [cm]T10100.6160.7853.1T12120.8881.1313.8T16161.5792.0115.0T20202.4663.1426.3T25253.8544.9097.9T32326.3138.04210.1Note ; fy stands for characteristic strength of reinforcement.For secondary bars as stirrups, hoops, links, closers and anchors for embedment, plain bars to meet :BS 4449 Gr.250 or equivalentFor welded steel wire fabric-BS 4483 A98,A142,A193,and A252 or equivalentStructural SteelStructural steels shall cover shape steels,plates,bars,angles,channels,pipes ,bore profile,etc. BS 4360 Gr.43A or equivalentHigh Strength Friction Grip BoltHigh strength friction grip bolts for main structural members (pipe rack, equipment mounted structures,etc.) requiring bolts connection shall be used as follows ;- BS 4395 and BS 4604 or equivalent.Ordinary BoltOrdinary bolts for secondary members (walkways,platforms,stair stringers,purlins,handrails,cladding rails, etc.) requiring bolts connection shall be used as follows ;BS 3692 Gr. 4.6 or equivalentBS 4190/4933 Gr. 4.6 or equivalent.Anchor Bolt - BS 4449 or equivalentWelding Electrode- BS 639 E51 Series or equivalentGroutThe grout shall be used the sand-cement grout as a mixture of one part of OPC and three parts of clean fine sand.-Manufacture's standardP.3 -Calculation BasisGeneralThe following loads and forces shall be considered, where applicable , in the design of structures and foundations,SymbolLoads and ForcesReference ParagraphDDead Load3.2FEquipment Load3.3PPiping Load3.4IImposed Load3.5WWind Load3.6TThermal Load3.7CCrane Load3.8.1EaEarthquake Load3.8.2BBundle Pulling Load3.8.3EPEarth Pressure3.8.4LPLiquid Pressure3.8.4Dead Load (D)Dead loads are the self weight of structures and foundations.Unit weights of the major construction materials shall be in accordance with the following :(a)(b)SteelSoil above groundwater(to be available in soil investigation report)77.0 kN/m318.0 kN/m3Soil below groundwater(For computing uplift/overturning)8.2 kN/m3(to be available in soil investigation report)(c)(d)(e)(f)Groundwater Reinforced concrete Plain concrete Crushed stone9.8 kN/m324.0 kN/m323.5 kN/m314.7 kN/m3Another weights of the construction materials shall conform to BS 8110, BS6339 : Part 1 and BS 648 etcEquipment Load (E)Equipment loads shall be considered as the weight of equipment. The weight of equipment, such as vessels, columns, pumps, compressors, motors, etc, shall be based on information made by mechanical engineers or manufacture's data.Equipment loads are classified to the following three cases due to their conditions ;SymbolConditionsE(O):Equipment Load for operationE(E):Equipment Load for empty / erection E(T):Equipment Load for testPiping Load (P)Piping Loads shall be considered as the weight of pipes.The weight of pipes shall be based on information made by piping engineers or manufacture's data.Piping loads are classified to the following three cases due to their conditions ;SymbolConditionsP(O):Piping Load for operationP(E):Piping Load for empty / erection P(T):Piping Load for testImposed Load (I)Imposed loads are all the moving loads including personnel, tools, miscellaneous equipment, movable partitions, part of dismantled equipment and temporarily stored materials.Imposed loads shall be uniformly distributed over the areas specified in the detailed design. Concentrated imposed load shall be specified in the detailed design.ItemImposed Load(a)Operating or maintenance floorRefer to Table 8.1(b)Roof0.25 kN/m2 or BS 6399(c)Handrails and their base anchors shall be resistible enough to withstand a lateral load of 0.5kN ay any one pointSpecial load during maintenance shall be separately considered.Imposed loads on floors in detail shall be in accordance with the table in Clause 8.Structure finishing, but reduction of imposed loads shall be applied to Malaysian Laws, Codes,Regulations,BS 8110 and/or BS 6399.Wind Load (W )Wind loads for all structure shall be determined in accordance with BSCP3:Chapter V:Part 2.W = wk A ( Cpe - C pi ) [N]orwk A Cf [N] wk = 0.613 Vs2 [ N/m2 ]Vs=V S1 S2 S3 [m/s]Where wk:wind pressure [N/m2] A:area[m2]Cpe: pressure coefficient of external Cpi: pressure soefficient of internal Cf: total force coefficientVs: design wind speed [ m/s ]V:basic wind speed ( =45 ) [ m/s ]S1: multiplying factor relating to topology of the site (=1.0)S2:multiplying factor relating to height above ground and wind speed refer to Table 3.1.S3: multiplying factor related to life of structure (=1.0)In this report, S2 is unified into 1.0. hence,wk = 0.613 45.0 1.0 1.0 1.0)21000= 1.241kN/m2Table 3.1 Value of S2StructureTopographical factorHeight of structure h (m)510152030405060Cladding etc.10.881.001.031.061.091.121.141.1520.790.931.001.031.071.101.121.1430.700.780.880.951.011.051.081.1040.600.670.740.790.900.971.021.05Maximum vertical or maximum horizontal dimension50m10.830.950.991.011.051.081.101.1220.740.880.950.981.031.061.081.1030.650.740.830.900.971.011.041.0640.550.620.690.750.850.930.981.0250m10.780.900.940.961.001.031.061.0820.700.830.910.940.981.011.041.0630.600.690.780.850.920.961.001.0240.500.580.640.700.790.890.940.98StructureTopographical factorHeight of structure h (m)80100120140160180200-Cladding etc.11.181.201.221.241.251.261.27-21.171.191.211.221.241.251.26-31.131.161.181.201.211.231.24-41.101.131.151.171.191.201.22-Maximum vertical or maximum horizontal dimension50m11.151.171.191.201.221.231.24-21.131.161.181.191.211.221.24-31.101.121.151.171.181.201.21-41.071.101.131.151.171.191.21-50m11.111.131.151.171.191.201.21-21.091.121.141.161.181.191.21-31.061.091.111.131.151.171.18-41.031.071.101.121.141.161.18-NotesTopographical factorsh is height ( in meters ) above general level of1. open country with no obstructions.terrain to top of structure or part of structure.2. open country with scattered wind-breaks.Increase to be made for structures on edge of cliff3. country with many wind-breaks small towns suburbs of large cities.or steep hill.4. city centers and other environments with with large and frequent obstructions.The wind can blow in a direction and the most unfaborable case shall be considered.Thermal Load (T)When thermal expansion results in friction between equipment and supports, the friction force shall be taken as the operating load on the support times the applicable friction coefficient given in the table below.Table 3.2 Friction coefficientSurfacesFriction coefficientSteel to steel (not corroded) Teflon to TeflonSteel to concrete0.300.100.40In the design of pipe supporting beams, the horizontal slip forces exerted by expanding or contacting pipes on steel pipe racks shall be assumed to be 15% of the operating weight on the beam.These 'slip forces' shall not be distributed to the foundations.Other LoadCrane Load (C)Crane loads are not applicable.Earthquake Load (Ea)Earthquake loads are not applicable.Bundle Pulling Force (B)Bundle pulling forces shall be considered as a short-term load during maintenance, but the value of that is regarded small relatively.So Bundle pulling forces are not applicable.Earth Pressure (EP) / Liquid Pressure (LP)Basically Earth pressures and liquid pressures are not applicable.Earth pressures and liquid pressures shall be added to dead loads if necessary.P. -1Load CombinationGeneralFoundations and structures shall be safely designed to withstand various load combinations as set forth in section 4.2 and shall have design strengths at least equal to the required strengths calculated in accordance with the specified load combinations in section 4.2.For designing reinforced concrete structures and steel structures, design loads in accordance with BS 8110, BS 5950 and BS 6399 shall be used.Design Load for Reinforced Concrete Structure and Steel Structure DesignUnless otherwise specified, loads prescribed heretofore shall be considered to act in the following load combinations for reinforced concrete structure and steel structure design, whichever produce the most unfavorable effect in structures concerned.Loading data/information will be supplied to civil discipline by mechanical/piping disciplines or through vendors.Design loads shall indicate be shown by the following formula and Table4.1, and be decided unfavorable condition at each load condition ;Design Load = (Characteristic LoadPartial Safety Factor for Loads)Table 4.1. Design Load for reinforced concrete structures and steel structuresLoad ConditionDesign Loadfor Ultimate limit-stateDesign Loadfor Serviceability limit-state designAOperation (Gk+Qk) (Gk+Wk) (Gk+Qk+Wk)1.4[1.0]1) ( D + E(O) + P(O) + T ) + 1.6I1.4[1.0]1) ( D + E(O) + P(O) + T ) + 1.4W1.2 { ( D + E(O) + P(O) + T ) + I + W }1.0 { ( D + E(O) + P(O) + T ) + I }1.0 { ( D + E(O) + P(O) + T ) + W }1.0 ( D + E(O) + P(O) + T ) + 0.8 ( I + W )BEmpty/Erection (Gk+Qk) (Gk+Wk) (Gk+Qk+Wk)1.4[1.0]1) ( D + E(E) + P(E) ) + 1.6I1.4[1.0]1) ( D + E(E) + P(E) ) + 1.4W1.2 { ( D + E(E) + P(E) ) + I + W }1.0 { ( D + E(E) + P(E) ) + I }1.0 { ( D + E(E) + P(E) ) + W }1.0 ( D + E(E) + P(E) ) + 0.8 ( I + W )CTest(Gk+Qk) (Gk+Wk) (Gk+Qk+Wk)1.4[1.0]1) ( D + E(T) + P(T) ) + 1.6I1.4[1.0]1) ( D + E(T) + P(T) ) + 1.4(0.5W)2)1.2 { ( D + E(T) + P(T) ) + I + (0.5W)2) }1.0 { ( D + E(T) + P(T) ) + I }1.0 { ( D + E(T) + P(T) ) + W }1.0 ( D + E(T) + P(T) ) + 0.8 ( I + W )DMaintenance (Gk+Qk) (Gk+Wk) (Gk+Qk+Wk)1.4[1.0]1) ( D + E(E) + P(E) ) + 1.6I +1.6B3)1.4[1.0]1) ( D + E(E) + P(E) ) + 1.4W1.2 { ( D + E(E) + P(E) ) + I + W }1.0 { ( D + E(E) + P(E) ) + I }1.0 { ( D + E(E) + P(E) ) + W }1.0 ( D + E(E) + P(E) ) + 0.8 ( I + W )Notes 1) Partial safety factor for load of 1.4 to 1.0 is arranged as to achieve the most unfaborable condition.At test condition, 50% wind load shall be taken into account.Bundle pulling force are not appllicable.so maintenance condition shall be treated as well as empty/erection condition.Where, Gk Characteristic Dead Load includesDDead LoadEEquipment LoadPPiping LoadTThermal LoadQk Characteristic Imposed Load includes IImposed LoadWk Characteristic Wind Load includesWWind LoadFrame Member DesignModeling10005100A13A14Horizontal supportis free.BAA131BBA132P.5 -A132A131A13A14BA BBXZNODEXZMEMBERGL + 6400XZNODEXZMEMBERGL + 5400YNODEXYXMEMBERLine BAYXNODEYXMEMBERLine BBYNODEZYMEMBERZLine A13-2YNODEZYMEMBERZLine A13-1YNODEZYMEMBERZLine A13YNODEZYMEMBERZLine A14Member Design5.2.1 Dead Load (DL) Load 21) PipePipe0.5 kN/mYXZ5.2.3 Wind Load W(+X) Load 3 , Wind Load W(-X) Load 4 Wind Load W(+Z) Load 5 , Wind Load W(-Z) Load 6 P.5 -11FaceB(m)H(m)NA1=1.830 m20.1506.1002A2=0.228 m21.5000.0762A3=0.806 m20.0765.3002A4=0.225 m21.5000.1501A=3.089 m2Ao=10.128 m2 A/Ao=0.3052q= 0.613(VS1S2S3)=1.241 kN/m2asis smaller than 0.4,Face Cf=1.9 (Table20 flat-sided member)PWD= qCfAo =7.283 kNPWD=PWD4=1.821 kNFace BHN(m)(m)A1=3.750 m212.5000.1502A2=0.383 m20.1500.8503A=4.133 m2Ao=14.419 m2 A/Ao=0.287 2q= 0.613(VS1S2S3)=1.241 kN/m2asis smaller than 0.4,Cf=1.9 (Table20 flat-sided member)FacePWD= qCfAo =9.757 kNPWD=PWD14=0.697 kNFace BHN(m)(m)A1=2.261 m20.1505.0253 P.5 -12A=2.261 m2Ao=63.566 m2 A/Ao=0.0362q= 0.613(VS1S2S3)=1.241 kN/m2asis smaller than 0.4,Cf=1.9 (Table20 flat-sided member)FacePWD= qCfAo =5.396 kNPWD=PWD3=1.799 kNFace BHN(m)(m)A1=2.138 m27.1250.1502A=2.138 m2Ao=8.194 m2 A/Ao=0.261 2q= 0.613(VS1S2S3)=1.241 kN/m2asis smaller than 0.4,Face Cf=1.9 (Table20 flat-sided member)PWD= 8=5.043 kNPWD=PWD6=0.841 kNq[N/m2]D[m]Cfupper1.2410.2000.7lower1.2410.0750.7Wind load of Pipe W= qDLCfB.R. Burden Range DSpan0.75 m2.4m2.4m2.4 mX-WindB.R.1.95 m2.4 m2.4 m1.2 mW.L.upper0.339 kN0.417 kN0.417 kN0.208 kNlower0.127 kN0.156 kN0.156 kN0.078 kNhalf division upper(kN)lower0.170 kN0.064 kN0.209 kN0.079 kN0.209 kN0.079 kN0.105 kN0.040 kNDSpan2.0002.0002.0002.1672.1672.1670.750Z-WindB.R.1.0002.0002.0002.0832.1672.1671.833W.L.upper0.1740.3470.3470.3620.3760.3760.319lower0.0650.1300.1300.1360.1410.1410.119half divisionupper0.0870.1740.1740.1810.1890.1890.160(kN)lower0.0330.0660.0660.0680.0710.0710.060YXZWind Load W(+Z) Load 3Wind Load W(+X) Load 4 P.5 -13YXZYXZWind Load W(-Z) Load 5Wind Load W(-X) Load 6 P.5 -14YXZMaximum Ratio0.376Evaluation of member P.5 -15BRACEMaximum Ratio0.201Maximum Ratio0.503P.6-6Column base6.1 Design Load (reaction force)LOAD CASE "A"Column Base No.Px(KN)Py(KN)Pz(KN)Mx(kN)My(KN)Mz(kN)notes11.4SW +1.4D3070.0-2.30.00.00.00.0Part of Existing Rack3090.0-2.30.00.00.00.09070.0-2.30.00.00.00.09090.0-2.30.00.00.00.01114-0.6-12.80.50.00.00.011150.5-8.70.30.00.00.01120-0.3-8.6-0.60.00.00.011210.2-4.4-0.20.00.00.011350.0-10.50.60.00.00.011370.0-10.2-0.60.00.00.011480.0-7.10.40.00.00.011500.0-7.3-0.40.00.00.0total-0.1-78.60.00.00.00.021.4SW +1.4D + 1.4[+WZ]3070.0-2.30.00.00.00.0Part of Existing Rack3090.0-2.30.00.00.00.09070.0-2.30.00.00.00.09090.0-2.30.00.00.00.01114-2.5-78.49.80.00.00.011152.9-70.98.40.00.00.011201.657.08.60.00.00.01121-2.157.97.80.00.00.011350.0-74.09.40.00.00.011370.053.38.10.00.00.011480.0-62.78.10.00.00.011500.048.27.20.00.00.0total-0.1-78.667.30.00.00.011501137112011211148113511141115Y(UpperXZ 307 907 309 9096Column base6.1 Design Load (reaction force)LOAD CASE "A"Column Base No.Px(KN)Py(KN)Pz(KN)Mx(kN)My(KN)Mz(kN)notes31.4SW +1.4D + 1.4[+WX]3070.0-2.30.00.00.00.0Part of Existing Rack3090.0-2.30.00.00.00.09070.0-2.30.00.00.00.09090.0-2.30.00.00.00.0111415.895.5-1.50.00.00.0111516.1-90.6-1.10.00.00.0112012.098.54.70.00.00.0112113.8-137.9-9.20.00.00.01135-0.1-22.12.20.00.00.01137-0.11.40.90.00.00.01148-0.1-22.02.40.00.00.01150-0.17.61.50.00.00.0total57.5-78.60.10.00.00.041.4SW +1.4D + 1.4[-WZ]3070.0-2.30.00.00.00.0Part of Existing Rack3090.0-2.30.00.00.00.09070.0-2.30.00.00.00.09090.0-2.30.00.00.00.011141.352.7-8.70.00.00.01115-1.853.6-7.80.00.00.01120-2.2-74.1-9.80.00.00.011212.6-66.6-8.30.00.00.011350.052.9-8.10.00.00.011370.0-73.6-9.30.00.00.011480.048.4-7.20.00.00.011500.0-62.9-8.10.00.00.0total-0.1-78.6-67.30.00.00.051.4SW +1.4D + 1.4[-WX]3070.0-2.30.00.00.00.0Part of Existing Rack3090.0-2.30.00.00.00.09070.0-2.30.00.00.00.09090.0-2.30.00.00.00.01114-17.2-121.52.80.00.00.01115-14.873.31.70.00.00.01120-12.7-115.4-6.00.00.00.01121-13.2129.08.50.00.00.011350.11.2-0.90.00.00.011370.1-21.9-2.20.00.00.011480.17.7-1.50.00.00.011500.1-22.1-2.40.00.00.0total-57.7-78.60.00.00.00.0Column BaseDesign LoadLoad CaseColumnBase No.Qx(kN)Qy(kN)N(kN)Qxy(kN)3551.4SW+1.4D+1.4[+WX]Compression max112113.8-9.2137.916.61.4SW+1.4D+1.4[-WX]Tension max1121-13.28.5-129.015.71.4SW+1.4D+1.4[-WX]Shear max1114-17.22.8121.517.4Anchor BoltStrength of Anchor BoltUSE A.Bolt4 M20(BS4449 Gr.460)Ae =245 mm2effective areaDesign Load (per bolt)Q = Qs/n =4 kNT = Nt/n =32 kNAllowable Stress Allowable Shear Stressfs = 460/1.531.5 =266 N/mm2Allowable Tensile Stressft = 460/1.51.5 =460 N/mm2Stress check= Q/Ae =18 N/mm2fs =266 N/mm2OK( U.F.= 0.067 )t = T/Ae =132 N/mm2ft =460 N/mm2OK( U.F.= 0.286 )Bond of Anchor BoltUSE buried length L= 700 mm(BS4449 Gr.460)=63 mmPerimeter of BoltDesign Load (per bolt) T =32 kNAllowable StressAllowable Adhesive Stressfh = 6/100Fc1.5 =2.7 N/mm2 Fc=30 N/mm2Stress checkh = T/( L)= 0.7 N/mm2fh =2.7 N/mm2OK( U.F. = 0.272 )Cone-type failureUSE Footing Concrete size-450 450(Fc30) Ac = 4545 =2025 cm2Design LoadNt =129.0 kNAllowable tensile stressPa = FcAc =21.0 tf =206 kN=0.6 Decrease coefficient(Short term)Fc =Stress check Nt =30 N/mm2 =300 kgf/cm2129 kNPa =206 kNOK( U.F.= 0.625 )Bearing strength of Footing ConcreteUSEB.PL-280 280(BS4360 Gr.43A)A = 280280 =78400 mm2Design LoadNS =138 kNAllowable StressAllowable Compressive Stress2Sfc = F2/3 =20 N/mm Fc =30 N/mm22Stress checks c = NS/A =1.8 N/mmBending strength of Base Plate 2Sfc =20 N/mm OK( U.F. = 0.088 )USEB.PL-28028020(BS4360 Gr.43A)LxCompressionDesign LoadLx =63.8 mmLy =135.5 mm=Ly/Lx =2.12C =0.452s c =1.8 N/mm2LyM = Cs cLxMember property =3222 Nmm/mmZ = Bt2/6 =67 mm3 B =1.0 mmAllowable StressAllowable Bending Stressfb = F =265.0 N/mm2Stress checkb = M/Z =48 N/mm2fb =265 N/mm2OK( U.F. = 0.182 )TensionDesign Load per Bolt)T =32.3 kNM = T40.8 =1316 kNmmMember propertyZ = Bt2/6 =5440 mm3 B =82 mmAllowable StressAllowable Bending Stressfb = F =265.0 N/mm2Stress check T40.881.6b = M/Z =242 N/mm2fb =265 N/mm2OK( U.F. = 0.913 )Bending strength of Rib Plate10R.PL-9P USEB.PL-9200(BS4360 Gr.43A) Design Load per Rib Plate)P = T =32 kN200M = PL =3294 kNmm L =102 mmQ = P =32 kNmmMember propertyZ = th2/6 =60000 mm3As = th =1800 mm2Allowable StressAllowable Bending Stressf = fb =F/1.51.5 =275.0 N/mm2 Allowable Shear Stressfs = F/1.531.5 =158.8 N/mm2Stress checkb =M/Z =55 N/mm2fb =275 N/mm2OK( U.F.= 0.200 )=Q/As =18 N/mm2fs =159 N/mm2OK( U.F.= 0.113 )( b2+3 2)=63 N/mm2f =275 N/mm2OK( U.F.= 0.229 )Computer Input and Output Tuesday, August 28, 2012, 07:35 PMPAGE NO.1******************************************************STAAD.Pro*Version 2007Build 02*Proprietary Program of*Research Engineers, Intl.**Date=AUG 28, 2012**Time=18: 0:16*USER ID: KDC********************************************************STAAD SPACE H1INPUT FILE: 5-3OnlyNewlM-Rack.STDSTART JOB INFORMATIONJOB NAME MARE-SIA H1ENGINEER DATE 2009.08.18END JOB INFORMATIONPAGE LENGTH 607. *****************************************************************UNIT MMS KNJOINT COORDINATES10. 307 18500 5600 0; 309 20000 5600 0; 907 18500 6600 0; 909 20000 6600 011. 1106 18500 5600 -7200; 1107 20000 5600 -7200; 1108 18500 6600 -720012. 1109 20000 6600 -7200; 1110 18500 5600 -8700; 1111 20000 5600 -870013. 1112 18500 6600 -8700; 1113 20000 6600 -8700; 1114 18500 500 -720014. 1115 20000 500 -7200; 1116 18500 3050 -7200; 1117 20000 3050 -720015. 1119 19250 3050 -7200; 1120 18500 500 -8700; 1121 20000 500 -870016. 1122 18500 3050 -8700; 1123 20000 3050 -8700; 1124 19250 3050 -870017. 1125 18500 3050 -7950; 1126 20000 3050 -7950; 1127 12000 5600 -720018. 1129 12000 6600 -7200; 1131 12000 5600 -8700; 1133 12000 6600 -870019. 1135 12000 500 -7200; 1136 12000 3050 -7200; 1137 12000 500 -870020. 1138 12000 3050 -8700; 1139 12000 3050 -7950; 1140 6000 5600 -720021. 1142 6000 6600 -7200; 1144 6000 5600 -8700; 1146 6000 6600 -870022. 1148 6000 500 -7200; 1149 6000 3050 -7200; 1150 6000 500 -870023. 1151 6000 3050 -8700; 1152 6000 3050 -7950; 1153 8000 6600 -720024. 1154 10000 6600 -7200; 1155 10000 5600 -7200; 1156 8000 5600 -720025. 1157 8000 6600 -8700; 1158 10000 6600 -8700; 1159 10000 5600 -870026. 1160 8000 5600 -8700; 1161 14166.7 6600 -7200; 1162 16333.3 6600 -720027. 1163 16333.3 5600 -7200; 1164 14166.7 5600 -720028. 1165 14166.7 6600 -8700; 1166 16333.3 6600 -870029. 1167 16333.3 5600 -8700; 1168 14166.7 5600 -8700; 1169 20000 6600 -480030. 1170 20000 5600 -4800; 1171 18500 6600 -4800; 1172 18500 5600 -480031. 1173 20000 6600 -2400; 1174 20000 5600 -2400; 1175 18500 6600 -240032. 1176 18500 5600 -240033. *****************************************************************34. SUPPORTS35. 1114 1115 1120 1121 1135 1137 1148 1150 PINNED36. 307 309 907 909 FIXED BUT FX FZ MX MY MZ37. *****************************************************************38. MEMBER INCIDENCES39. 1880 1109 1169; 1881 1107 1170; 1882 1108 1171; 1883 1106 117240. 1884 1113 1109; 1885 1111 1107; 1886 1112 1108; 1887 1110 110641. 1888 1108 1109; 1889 1107 1106; 1890 1112 1113; 1891 1111 111042. 1892 1109 1107; 1893 1108 1106; 1894 1113 1111; 1895 1112 1110C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 1 of 128P.7 -1Tuesday, August 28, 2012, 07:35 PMH1-- PAGE NO.243.189711141116;189811151117;189911161106;19001117110744.190111171119;190211191116;190311151119;19041119111445.190511191107;190611191106;190711201122;19081121112346.190911221110;191011231111;191111231124;19121124112247.191311211124;191411241120;191511241111;19161124111048.191711221125;191811231126;191911251116;19201126111749.192111251110;192211261111;192311201125;19241121112650.192511251106;192611261107;192711141125;19281115112651.192911311127;193011291161;193111061163;19321133116552.193311101167;193411291127;193511331131;19361135113653.193711361127;193811371138;193911381131;19401138113954.194111391136;194211391131;194311371139;19441139112755.194511351139;194611441140;194711421153;19481127115556.194911461157;195011311159;195111421140;19521146114457.195311481149;195411491140;195511501151;19561151114458.195711511152;195811521149;195911521144;19601150115259.196111521140;196211481152;196311331129;19641146114260.196511531154;196611541129;196711551156;19681156114061.196911571158;197011581133;197111591160;19721160114462.197311611162;197411621108;197511631164;19761164112763.197711651166;197811661112;197911671168;19801168113164.198111691173;198211701174;198311711175;19841172117665.19851173909; 1986 1174 309; 1987 1175 907; 1988 1176 30766.198911081169; 1990 1109 1171; 1991 1107 1172; 1992 1106117067.199311691175; 1994 1171 1173; 1995 1170 1176; 1996 1172117468.19971173907; 1998 1175 909; 1999 1174 307; 2000 1176 30969.200111711169;200211701172;200311751173;20041174117670.200511461153;200611421157;200711441156;20081140116071.200911571154;201011531158;201111601155;20121156115972.201311581129;201411541133;201511591127;20161155113173.201711331161;201811291165;201911311164;20201127116874.202111651162;202211611166;202311661108;20241162111275.202511681163;202611641167;202711671106;20281163111076.202911571153;203011601156;203111581154;20321159115577.203311651161;203411681164;203511661162;20361167116378.203711121109;203811081113;203911101107;20401106111179. 2041 907 909; 2042 309 30780. *****************************************************************81. *****************************************************************82. MEMBER TRUSS83. 1903 TO 1906 1913 TO 1916 1921 TO 1928 1942 TO 1945 1959 TO 196284. *****************************************************************85. MEMBER RELEASE86.18871889 1901 1911 1917 1918 1929 1940 1946 1957 2001 TO 2004 2029 -87.2030TO 2036 2041 2042 START MX MY MZ88.18871889 1902 1912 1919 1920 1929 1941 1946 1958 2001 TO 2004 2029 -89.2030TO 2036 2041 2042 END MY MZ90.1949START MX MY MZ91.1970END MY MZ92.1948START MX MY MZ93.1968END MY MZ94.1931START MX MY MZ95.1974END MY MZ96.1978END MY MZ97.1966END MY MZ98.1972END MY MZ99.1980END MY MZ100.1976END MY MZC:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 2 of 128P.7 -2H1-- PAGE NO.31950 START MX MY MZ1933 START MX MY MZ1947 START MX MY MZ1932 START MX MY MZ1930 START MX MY MZ1880 START MY MZ1882 START MY MZ1883 START MY MZ1881 START MY MZ110. ****************************************************************UNIT CM KNMEMBER PROPERTY BRITISH113. 1885 1887 1889 1891 1901 1902 1911 1912 1917 TO 1920 1929 1940 1941 -114. 1946 1957 1958 1963 1964 2001 TO 2004 2029 TO 2036 2041 -115. 2042 TABLE ST CH76X38116. 1903 TO 1906 1913 TO 1916 1921 TO 1928 1942 TO 1945 1959 TO 1961 -117. 1962 TABLE ST PIP764.0118. 1892 TO 1895 1897 TO 1900 1907 TO 1910 1934 TO 1939 1951 TO 1955 -119. 1956 TABLE ST UC152X152X23UNIT MMS NEWTONMEMBER PROPERTY BRITISH122. 1989 TO 2000 2005 TO 2028 2037 TO 2040 PRIS YD 16123. 1880 TO 1884 1886 1888 1890 1930 TO 1933 1947 TO 1950 1965 TO 1987 -124. 1988 TABLE ST UB152X89X16125. *****************************************************************DEFINE MATERIAL STARTISOTROPIC STEEL 128. E 205000POISSON 0.3DENSITY 7.7E-005ISOTROPIC CONCRETE 132. E 26589133. POISSON 0.2134. DENSITY 2.36158E-005ALPHA 5E-006DAMP 0.05END DEFINE MATERIALMEMBER TENSION139. 1989 TO 2000 2005 TO 2028 2037 TO 2040140. *****************************************************************141. CONSTANTS142. BETA 90 MEMB 1934 TO 1939 1951 TO 1956143. MATERIAL STEEL ALL144. *****************************************************************145. *LOAD CONDITION146. *********************************************************147. *----------------------------*UNIT METER KNLOAD 1 'JIJUU STRUCTURE'SELFWEIGHT Y -1.2151. *----------------------------*152. *********************************************************LOAD 2 ' P'LOADZ 'MEMBER LOAD 155. **GL+5400156. 1886 TO 1889 1929 1946 1963 1964 2001 TO 2004 2029 TO 2036 2041 -157. 2042 UNI GY -0.5158. **GL+6400C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 3 of 128P.7 -3H1-- PAGE NO.4159. **KISETU160. *********************************************************LOAD 3 'WIND LOADZ'JOINT LOAD**FRAME164. 1106 1110 1127 1131 1140 1144 FZ 1.799165. 1106 1108 1110 1112 1127 1129 1131 1133 1140 1142 1144 1146 -166. 1153 TO 1168 FZ 0.697167. 1106 TO 1113 FZ 1.821168. **PIPE169. 1142 1146 FZ 0.087170. 1153 1154 1157 1158 FZ 0.174171. 1129 1133 FZ 0.181172. 1161 1162 1165 1166 FZ 0.189173. 1108 1112 FZ 0.16174. 1140 1144 FZ 0.033175. 1155 1156 1159 1160 FZ 0.066176. 1127 1131 FZ 0.068177. 1163 1164 1167 1168 FZ 0.071178. 1106 1110 FZ 0.06179. *****************************************************************LOAD 4 'WIND LOAD X'JOINT LOAD**FRAME183. 1106 TO 1113 1127 1129 1131 1133 1140 1142 1144 1146 FX 1.821184. 307 309 907 909 1169 TO 1176 FX 0.841185. **PIPE186. 1108 1109 FX 0.17187. 1169 1171 1173 1175 FX 0.209188. 907 909 FX 0.105189. 1106 1107 FX 0.064190. 1170 1172 1174 1176 FX 0.079191. 307 309 FX 0.04192. *****************************************************************LOAD 5 'WIND LOAD-Z'JOINT LOAD**FRAME196. 1106 1110 1127 1131 1140 1144 FZ -1.799197. 1106 1108 1110 1112 1127 1129 1131 1133 1140 1142 1144 1146 -198. 1153 TO 1168 FZ -0.697199. 1106 TO 1113 FZ -1.821200. **PIPE201. 1142 1146 FZ -0.087202. 1153 1154 1157 1158 FZ -0.174203. 1129 1133 FZ -0.181204. 1161 1162 1165 1166 FZ -0.189205. 1108 1112 FZ -0.16206. 1140 1144 FZ -0.033207. 1155 1156 1159 1160 FZ -0.066208. 1127 1131 FZ -0.068209. 1163 1164 1167 1168 FZ -0.071210. 1106 1110 FZ -0.06211. *****************************************************************LOAD 6 'WIND LOAD -X'JOINT LOAD 214. **GL+5400215. 1106 TO 1113 1127 1129 1131 1133 1140 1142 1144 1146 FX -1.821216. 307 309 907 909 1169 TO 1176 FX -0.841C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 4 of 128P.7 -4H1-- PAGE NO.5217. **PIPE218. 1108 1109 FX -0.17219. 1169 1171 1173 1175 FX -0.209220. 907 909 FX -0.105221. 1106 1107 FX -0.064222. 1170 1172 1174 1176 FX -0.079223. 307 309 FX -0.04224. *****************************************************************225. **-----------------------**226. * 1 + 2 TERM227. **-----------------------**228. LOAD COMB 101 '1+2TERM 1' 229. 1 1.4 2 1.4230. **-----------------------**231. *****************************************************************232. **-----------------------**233. * 1 + 2 + 3 TERM234. **-----------------------**235. LOAD COMB 102 '1+2+3TERM 1' 236. 1 1.4 2 1.4 3 1.4237. **-----------------------**238. *****************************************************************239. **-----------------------**240. * 1 + 2 + 4 TERM241. **-----------------------**242. LOAD COMB 103 '1+2+4TERM 1' 243. 1 1.4 2 1.4 4 1.4244. **-----------------------**245. *****************************************************************246. **-----------------------**247. * 1 + 2 + 5 TERM248. **-----------------------**249. LOAD COMB 104 '1+2+5TERM 1' 250. 1 1.4 2 1.4 5 1.4251. **-----------------------**252. *****************************************************************253. **-----------------------**254. * 1 + 2 + 6TERM255. **-----------------------**256. LOAD COMB 105 '1+2+6TERM 1' 257. 1 1.4 2 1.4 6 1.4258. **-----------------------**259. *****************************************************************260. PERFORM ANALYSIS PRINT STATICS CHECKP R O B L E MS T A T I S T I C S-----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =66/162/12C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 5 of 128P.7 -5H1-- PAGE NO.6SOLVER USED IS THE OUT-OF-CORE BASIC SOLVERORIGINAL/FINAL BAND-WIDTH=65/12/75 DOFTOTAL PRIMARY LOAD CASES =6, TOTAL DEGREES OF FREEDOM =368SIZE OF STIFFNESS MATRIX =28 DOUBLE KILO-WORDSREQRD/AVAIL. DISK SPACE =12.6/ 40454.7 MBC:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 6 of 128P.7 -6H1-- PAGE NO.7**START ITERATION NO.2**START ITERATION NO.3**NOTE-Tension/Compression converged after 3 iterations, Case=1STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.1'JIJUU STRUCTURE'***TOTAL APPLIED LOAD ( KNMETE ) SUMMARY (LOADING1 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =-39.66SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=-285.09 MY=0.00 MZ=-589.95***TOTAL REACTION LOAD( KNMETE ) SUMMARY (LOADING1 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =39.66SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=285.09 MY=0.00 MZ=589.95MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING1)MAXIMUMSAT NODEX = -3.93860E-03909Y = -4.13591E-011171Z = 2.66154E-031113RX= -2.08705E-03907RY= -2.62545E-061166RZ= 7.54328E-041166**START ITERATION NO.2**START ITERATION NO.3**NOTE-Tension/Compression converged after 3 iterations, Case=2STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.2' P'LOADZ '***TOTAL APPLIED LOAD ( KNMETE ) SUMMARY (LOADING2 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =-16.50SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=-105.07 MY=0.00 MZ=-243.00C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 7 of 128P.7 -7H1-- PAGE NO.8***TOTAL REACTION LOAD( KNMETE ) SUMMARY (LOADING2 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =16.50SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=105.07 MY=0.00 MZ=243.00MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING2)MAXIMUMSAT NODEX = -3.89957E-03909Y = -2.55722E-011171Z = 2.45585E-031113RX= -1.26626E-03907RY= -2.55013E-061161RZ= 5.15931E-041166**START ITERATION NO.2**NOTE-Tension/Compression converged after 2 iterations, Case=3STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.3'WIND LOADZ'***TOTAL APPLIED LOAD ( KNMETE ) SUMMARY (LOADING3 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =48.06SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=288.46 MY=-688.80 MZ=0.00***TOTAL REACTION LOAD( KNMETE ) SUMMARY (LOADING3 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =-48.06SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=-288.46 MY=688.80 MZ=0.00MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING3)MAXIMUMSAT NODEX =1.77304E-01909Y =2.06705E-021133Z =4.84527E-011165RX=1.45690E-031154RY=2.44280E-041110RZ=-1.81693E-051176**START ITERATION NO.2C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 8 of 128P.7 -8H1-- PAGE NO.9**NOTE-Tension/Compression converged after 2 iterations, Case=4STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.4'WIND LOAD X'***TOTAL APPLIED LOAD ( KNMETE ) SUMMARY (LOADING4 )SUMMATION FORCE-X =41.14SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=0.00 MY=-263.37 MZ=-251.37***TOTAL REACTION LOAD( KNMETE ) SUMMARY (LOADING4 )SUMMATION FORCE-X =-41.14SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=0.00 MY=263.37 MZ=251.37MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING4)MAXIMUMSAT NODEX = 2.25843E+00907Y = -3.51110E-021113Z = -2.29007E-01909RX= -5.20167E-041111RY= 2.32808E-031171RZ= -1.63633E-03309**START ITERATION NO.2**NOTE-Tension/Compression converged after 2 iterations, Case=5STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.5'WIND LOAD-Z'***TOTAL APPLIED LOAD ( KNMETE ) SUMMARY (LOADING5 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =-48.06SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=-288.46 MY=688.80 MZ=0.00C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 9 of 128P.7 -9H1-- PAGE NO.10***TOTAL REACTION LOAD( KNMETE ) SUMMARY (LOADING5 )SUMMATION FORCE-X =0.00SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =48.06SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=288.46 MY=-688.80 MZ=0.00MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING5)MAXIMUMSAT NODEX = -1.78806E-01909Y = 2.06706E-021129Z = -4.84529E-011161RX= -1.45690E-031158RY= -2.40282E-041171RZ= 1.94973E-05307**START ITERATION NO.2**NOTE-Tension/Compression converged after 2 iterations, Case=6STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO.6'WIND LOAD -X'***TOTAL APPLIED LOAD ( KNMETE ) SUMMARY (LOADING6 )SUMMATION FORCE-X =-41.14SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=0.00 MY=263.37 MZ=251.37***TOTAL REACTION LOAD( KNMETE ) SUMMARY (LOADING6 )SUMMATION FORCE-X =41.14SUMMATION FORCE-Y =0.00SUMMATION FORCE-Z =0.00SUMMATION OF MOMENTS AROUND THE ORIGIN-MX=0.00 MY=-263.37 MZ=-251.37MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING6)MAXIMUMSAT NODEX =-2.25252E+00909Y =3.56061E-021113Z =2.14022E-011173RX=5.14456E-041107RY=-2.32584E-031171RZ=1.63313E-031176C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 10 of 128P.7 -10H1-- PAGE NO.11************ END OF DATA FROM INTERNAL STORAGE ************261. *****************************************************************262. LOAD LIST 1 TO 6 101 TO 105263. **STEEL MEMBER TAKE OFF LIST 9 31 135 TO 138 144 204 205 210 211 304 -264. **305 310 311 1007 TO 1010 1041 TO 1044 1258 1263 1266 1267 1270 1480 -265. **1482 1488 1489 1493 TO 1499 1502 1503 1567 1619 1620 1625 TO 1632 -266. **1646 1695 TO 1700 1711 TO 1714 1727 1730 1733 TO 1737 1740 1743 1747 -267. **1759 TO 1762 1765 TO 1778 1810 1814 1817 1818 1825 TO 1842268. *****************************************************************269. *1753 1754 1755 1756 1757 1758 1779 1780 1781 1786 1787 1788 1789 1790270. *****************************************************************271. *****************************************************************UNIT MMS NEWTONPARAMETER 1CODE BS5950RATIO 1 ALLPY 265 ALL277. ****************************************************************278. * BUCKLING LENGTH279. *****************************************************************280. *****************************************************************281. *****************************************************************282. *****************************************************************283. LZ 7200 MEMB 1880 TO 1883 1981 TO 1988284. LY 2400 MEMB 1880 TO 1883 1981 TO 1988285. UNL 2400 MEMB 1880 TO 1883 1981 TO 1988286. *****************************************************************287. LZ 6000 MEMB 1947 TO 1950 1965 TO 1972288. LY 2000 MEMB 1947 TO 1950 1965 TO 1972289. UNL 2000 MEMB 1947 TO 1950 1965 TO 1972290. *****************************************************************291. LZ 6500 MEMB 1930 TO 1933 1973 TO 1980292. LY 2167 MEMB 1930 TO 1933 1973 TO 1980293. UNL 2167 MEMB 1930 TO 1933 1973 TO 1980294. *****************************************************************295. LZ 1500 MEMB 1884 TO 1891 1929 1946 1963 1964 2001 TO 2004 -296. 2029 TO 2036 2041 2042297. LY 1500 MEMB 1884 TO 1891 1929 1946 1963 1964 2001 TO 2004 -298. 2029 TO 2036 2041 2042299. UNL 1500 MEMB 1884 TO 1891 1929 1946 1963 1964 2001 TO 2004 -300. 2029 TO 2036 2041 2042301. *****************************************************************302. LZ 750 MEMB 1901 1902 1911 1912 1917 TO 1920 1940 1941 1957 1958303. LY 750 MEMB 1901 1902 1911 1912 1917 TO 1920 1940 1941 1957 1958304. UNL 750 MEMB 1901 1902 1911 1912 1917 TO 1920 1940 1941 1957 1958305. *****************************************************************306. LZ 1000 MEMB 1892 TO 1895 1934 1935 1951 1952307. LY 1000 MEMB 1892 TO 1895 1934 1935 1951 1952308. UNL 1000 MEMB 1892 TO 1895 1934 1935 1951 1952309. *****************************************************************310. LZ 5100 MEMB 1897 TO 1900 1907 TO 1910 1936 TO 1939 1953 TO 1956311. LY 2550 MEMB 1897 TO 1900 1907 TO 1910 1936 TO 1939 1953 TO 1956312. UNL 2550 MEMB 1897 TO 1900 1907 TO 1910 1936 TO 1939 1953 TO 1956313. *****************************************************************314. **TRACK 2 MEMB 9 31 135 TO 138 144 204 205 210 211 304 305 310 311 1007 -C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 11 of 128P.7 -11H1-- PAGE NO.12315. **1008 TO 1010 1041 TO 1044 1258 1263 1266 1267 1270 1480 1482 1488 1489 -316. **1493 TO 1499 1502 1503 1567 1619 1620 1625 TO 1632 1646 1695 TO 1700 -317. **1711 TO 1714 1727 1730 1733 TO 1737 1740 1743 1747 1753 TO 1762 1765 -318. **1766 TO 1781 1786 TO 1790 1810 1814 1817 1818 1825 TO 1854319. *****************************************************************320. CHECK CODE MEMB 1880 TO 1891 1901 1902 1911 1912 1917 TO 1920 1929 -321. 1930 TO 1933 1940 1941 1946 TO 1950 1957 1958 1963 TO 1988 -322. 2001 TO 2004 2029 TO 2036 2041 2042STAAD.Pro CODE CHECKING - (BSI )*********************** PROGRAM CODE REVISION V2.10_5950-1_2000C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 12 of 128P.7 -12H1-- PAGE NO.13ALL UNITS ARE - NEWT MMS (UNLESS OTHERWISE NOTED)MEMBERTABLERESULT/CRITICAL COND/RATIO/LOADING/FXMYMZLOCATION=======================================================================1880STUB152X89X16PASSANNEX I.10.17910326826.24 C13624.893147867.50-1881STUB152X89X16PASSANNEX I.10.17710324218.99 C13185.543147867.50-1882STUB152X89X16PASSANNEX I.10.18010526826.24 C17631.743147867.50-1883STUB152X89X16PASSANNEX I.10.17810524218.99 C18689.823147867.50-1884STUB152X89X16PASSBS-4.8.3.3.20.18410324486.46 C570649.251244814.38-1885STCH76X38PASSBS-4.8.3.3.10.35110316677.38 C29194.27366638.56-1886STUB152X89X16PASSBS-4.3.60.1021042941.69 C-79144.902718444.000.001887STCH76X38PASSBS-4.8.3.3.10.31110517932.89 C0.00227909.22-1888STUB152X89X16PASSANNEX I.10.29410526519.00 C581391.696130017.50-1889STCH76X38PASSBS-4.8.3.3.10.31210518000.61 C0.00227909.22-1890STUB152X89X16PASSANNEX I.10.24310326739.47 C570893.064695660.50-1891 ST CH76X38PASSBS-4.8.3.3.10.50310320199.63 C28033.58818690.81-1901 ST CH76X38PASSBS-4.8.3.3.10.005103577.21 C0.005681.21-1902 ST CH76X38PASSBS-4.8.3.3.10.006105607.32 C0.008656.77-1911 ST CH76X38PASSBS-4.8.3.3.10.002105100.98 C0.008871.57-1912 ST CH76X38PASSBS-4.8.3.3.10.003103235.94 C0.009223.55-1917 ST CH76X38PASSBS-4.8.3.3.10.004104389.12 C0.006152.77-1918 ST CH76X38PASSBS-4.8.3.3.10.003104279.42 C0.006480.28-1919 ST CH76X38PASSBS-4.8.3.3.10.004102371.64 C0.006154.25-1920 ST CH76X38PASSBS-4.8.3.3.10.003102263.57 C0.006478.91-1929 ST CH76X38PASSBS-4.8.3.3.10.0761051673.81 C0.00227909.22-1930 ST UB152X89X16PASSBS-4.3.60.12510142.00 C0.002698109.250.001931 ST UB152X89X16PASSANNEX I.10.12610513895.30 C3537.252698109.00-C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 13 of 128P.7 -13H1-- PAGE NO.14ALL UNITS ARE - NEWT MMS (UNLESS OTHERWISE NOTED)MEMBERTABLERESULT/CRITICAL COND/RATIO/LOADING/FXMYMZLOCATION=======================================================================1932STUB152X89X16PASSANNEX I.10.13210319527.94 C8801.962698109.25-1933STUB152X89X16PASSANNEX I.10.13810325442.50 C12512.862698109.00-1940 ST CH76X38PASSBS-4.8.3.3.10.007104754.46 C0.006377.54-1941 ST CH76X38PASSBS-4.8.3.3.10.007102760.14 C0.006377.54-1946 ST CH76X38PASSBS-4.8.3.3.10.063102816.31 C0.00227909.22-1947 ST UB152X89X16PASSBS-4.3.60.10510115.29 C0.002395966.000.001948 ST UB152X89X16PASSBS-4.3.60.10510160.32 C0.002395966.250.001949STUB152X89X16PASSBS-4.3.60.1051013.35 C0.002395966.000.001950STUB152X89X16PASSBS-4.3.60.10510128.86 T0.002395966.250.001957 ST CH76X38PASSBS-4.8.3.3.10.02910.150.005076.39-1958 ST CH76X38PASSBS-4.8.3.3.10.006102668.55 C0.006606.83-1963 ST CH76X38PASSBS-4.8.3.3.10.2841022063.10 C0.001129285.00-1964 ST CH76X38PASSBS-4.8.3.3.10.2541041829.08 C0.001009921.81-1965 ST UB152X89X16PASSBS-4.3.60.11110126.78 C27.392527266.500.001966 ST UB152X89X16PASSBS-4.3.60.10510138.08 C-76.532395966.250.001967 ST UB152X89X16PASSBS-4.3.60.11110131.06 C-319.552527266.750.001968 ST UB152X89X16PASSBS-4.3.60.10510118.90 C11.172395966.000.001969STUB152X89X16PASSBS-4.3.60.1111017.92 T98.712527266.500.001970STUB152X89X16PASSBS-4.3.60.10510119.41 T-2.482395966.250.001971STUB152X89X16PASSBS-4.3.60.11110122.19 T24.952527266.750.001972STUB152X89X16PASSBS-4.3.60.1051011.52 C208.262395966.000.001973STUB152X89X16PASSANNEX I.10.13610516265.05 C12007.942852195.25-1974STUB152X89X16PASSANNEX I.10.13510521973.79 C12007.942698109.00-1975STUB152X89X16PASSBS-4.3.60.13210127.85 C-1.972852195.000.00C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 14 of 128P.7 -14H1-- PAGE NO.15ALL UNITS ARE - NEWT MMS (UNLESS OTHERWISE NOTED)MEMBERTABLERESULT/CRITICAL COND/RATIO/LOADING/FXMYMZLOCATION=======================================================================1976 ST UB152X89X16PASSBS-4.3.60.12510155.13 C-270.872698109.250.001977 ST UB152X89X16PASSANNEX I.10.14610325230.35 C17950.372852195.25-1978STUB152X89X16PASSANNEX I.10.14410330966.17 C17950.372698109.00-1979STUB152X89X16PASSANNEX I.10.14110320971.49 C12512.862852195.00-1980STUB152X89X16PASSANNEX I.10.12910316541.07 C6485.502698109.25-1981STUB152X89X16PASSANNEX I.10.18010313200.70 C28124.533336940.00-1982STUB152X89X16PASSANNEX I.10.17810312034.00 C24137.833336940.00-1983STUB152X89X16PASSANNEX I.10.18010513203.34 C27155.763336940.00-1984STUB152X89X16PASSANNEX I.10.17810512037.62 C22807.023336940.00-1985STUB152X89X16PASSBS-4.3.60.1571010.00-3.073147867.500.001986 ST UB152X89X16PASSBS-4.3.60.1571010.0031.173147867.500.001987 ST UB152X89X16PASSBS-4.3.60.1571010.003.073147867.500.001988 ST UB152X89X16PASSBS-4.3.60.1571010.00-31.173147867.500.002001 ST CH76X38PASSBS-4.8.3.3.10.1531057047.69 C0.00227909.22-2002 ST CH76X38PASSBS-4.8.3.3.10.1431056331.43 C0.00227909.22-2003 ST CH76X38PASSBS-4.8.3.3.10.12320.000.00140624.98-2004 ST CH76X38PASSBS-4.8.3.3.10.1061033761.13 C0.00227909.22-2029 ST CH76X38PASSBS-4.8.3.3.10.0851032330.55 C0.00227909.22-2030 ST CH76X38PASSBS-4.8.3.3.10.0751031615.81 C0.00227909.22-2031 ST CH76X38PASSBS-4.8.3.3.10.0851032334.76 C0.00227909.22-2032 ST CH76X38PASSBS-4.8.3.3.10.0751031622.78 C0.00227909.22-2033 ST CH76X38PASSBS-4.8.3.3.10.1091053956.37 C0.00227909.22-2034 ST CH76X38PASSBS-4.8.3.3.10.0961053104.74 C0.00227909.22-2035 ST CH76X38PASSBS-4.8.3.3.10.1091053970.87 C0.00227909.22-C:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 15 of 128P.7 -15H1-- PAGE NO.16ALL UNITS ARE - NEWT MMS (UNLESS OTHERWISE NOTED)MEMBERTABLERESULT/CRITICAL COND/RATIO/LOADING/FXMYMZLOCATION=======================================================================2036 ST CH76X38PASSBS-4.8.3.3.10.0961053116.00 C0.00227909.22-2041 ST CH76X38PASSBS-4.8.3.3.10.0711051335.74 C0.00227909.22-2042 ST CH76X38PASSBS-4.8.3.3.10.0691051243.31 C0.00227909.22-************** END OF TABULATED RESULT OF DESIGN **************323. *****************************************************************START CONCRETE DESIGNCODE BS8110PROGRAM CODE REVISION V1.5_8110_97/1**CONCRETE TAKE327. *****************************************************************328. END CONCRETE DESIGN329. *****************************************************************330. *****************************************************************331. PERFORM ANALYSIS PRINT ALLC:\ pf [^\20120514JFE\ \M-Rack0302\5-3OnlyNewlM-Rack.anlPage 16 of 128P.7 -16