Anchor Bolt Design Per ACI 318-11 Crane Beam Design Www .
Anchor Bolt Design per ACI 318-11Crane beam designwww.civilbay.comThis is a comparison between the combination of different size of column and beam to see how effectiveit is to increase the MC capacity for the following options1. Increase beam depth2. Increase column web & flange thicknessThe following is the result, and apparently, increasing the beam depth is the more effective 530X66W310X97268W310X60W310X143227MC design is per AISC design guide 4 and 13 and the following parts will dictate if stiffener plate isrequired, with the reference section of AISC design guide 4 and 13 on the right
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 01 of 8FOUR BOLT UNSTIFFENED MOMENT CONNECTION DESIGNCode AbbreviationCSA-S16-09 Limit States Design of Steel StructuresCSA-S16-09AISC Design Guide 4: Extended End-Plate Moment Connections Seismic and Wind ApplicationsAISC Design Guide 4AISC Design Guide 13: Wide-Flange Column Stiffening at Moment ConnectionsAISC Design Guide 13AISC Steel Construction Manual 13th EditionAISC SCM 13th Ed177 177 177Four bolt unstiffened moment connection design based on0INPUTBolt gradeBolt min tensile strengthCode ReferenceA325Fub 825Bolt diameter db -N1[in][MPa]13.12.1.2Bolt hole isPunched Use Punched unless it's confirmed to be DrilledBolt thread isIncluded Use Included unless it's confirmed to be ExcludedBeam propertiesW 310Column propertiesW310x60db 303[mm]bfb 203[mm]tfb 13.1[mm]twb 7.5[mm]kb 25.9[mm]W 310dc 308CSA-S16-09W310x97bfc bpOK[mm]bfc 305tfc 15.4[mm]twc 9.9kc 30.5[mm]W shape material strengthFy 345[MPa]Fu 450[MPa]End plate material strengthFyp 300[MPa]Fup 450[MPa]suggestAISC Design Guide 4bp 228[mm]only bp (bfb 1") used for designPage 16g 130End plate widthGaugeA 12300[mm]130Bolt clear dist - inner boltpfi 50[mm]50Bolt clear dist - outer boltpfo 50[mm]50Bolt edge distde 45[mm]45End plate thicknesstp 40.0[mm]25.4 or 31.8[mm][mm][mm2]001
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 02 of 8Check if MC located at top of columnCode ReferenceDist between beam top flange & top of column dcFactored beam momentFactored beam tensile forceMoment converted from tensionFactored moment for designMcon 155Tf 25NoMC is NOT located at top of column[kNm][kN]Mten 0.5Tf x ( db-tfb )Mf Mcon Mten 3.6[kNm] 159[kNm]Factored beam shearVf 259[kN] 259[kN]Factored column axial compressionCf 0[kN] 0[kN]Weld electrode E49XXXu 490[MPa]suggestFillet weld - beam flangew1 10[mm]12 mmFillet weld - beam webw2 8[mm]8 mmMin. fillet weld size 8[mm]ratio 1.00OKCSA-W59-03 Table 4.4Min edge distance 44[mm]ratio 0.98OKCSA-S16-09 Table 6Resistance factorφ 0.90φu 0.75φb 0.80φbr 0.8013.1 (a)13.1 (c) (g)φw 0.6713.1 (h)CONCLUSIONOverallratio 1.00OKratio 0.55OKBoltBolt TensionBolt Shearratio 0.46OKBolt Bearing & Tear Out on End Plateratio 0.08OKBolt Bearing & Tear Out on Column Flangeratio 0.15OKBeam Flange To End Plate Fillet Weld - Tensionratio 0.68OKBeam Web To End Plate Fillet Weld - Shearratio 0.75OKEnd Plate Thickness by Yield Line Methodratio 0.44OKWeldEnd PlateEnd Plate Thickness Considering Prying Actionratio 0.54OKEnd Plate Shear Yielding Subject To Flange Tension Forceratio 0.18OKEnd Plate Shear Rupture Subject To Flange Tension Forceratio 0.20OKEnd Plate Shear Yielding Subject To Vertical Shearratio 0.04OKEnd Plate Shear Rupture Subject To Vertical Shearratio 0.04OKEnd Plate Block Shearratio 0.07OKratio 1.00OKColumnColumn Flange Flexural YeildingColumn Web Yeilding - Tension & Compressionratio 0.54OKColumn Web Buckling - Compressionratio 0.78OKColumn Web Crippling - Compressionratio 0.77OKColumn Panel Zone Web Shearratio 0.96OK002
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 03 of 8DESIGN CHECKCode ReferenceFor net area calculationCSA-S16-091. Bolt hole dia is 2mm larger than nominal bolt dia2. For punched hole, addtional 2mm is added to bolt hole dia when it's used in net area width calcTension bolt lever armdh 29.4[mm]h0 346.4[mm]12.3.2for Punched holeh1 233.3[mm]BoltBolt TensionNominal bolt areaAb 506.7[mm2]Single bolt tensile resistancePt 0.75 φb Ab Fub 250.8[kN]Moment resistance by boltMr 2 x Pt x ( h0 h1 ) 291[kNm] Mfratio 0.5513.12.1.3OKBolt ShearAISC Design Guide 4Assume all shear taken by compression side bolts onlyPage 9 2.1-4Bolt number taking shearnbv 4shear plane m 1CSA-S16-09Bolt threads are intercepted by a shear planeAb 0.7 A 354.7[mm2]13.12.1.2 (c)Vr 0.6 φb nbv m Ab Fub 562[kN]13.12.1.2 (c) Vfratio 0.46OKBolt Bearing & Tear Out on End PlateBearing strength per boltnbv 1bolt dia d 25.4Br 3 φbr nbv tp d Fup[mm] 1097[kN] 3600[mm2] 608[kN]13.12.1.2 (a)Exterior bolt tear out strength per boltGross shear areaAgv de x tp x 2 sideTear-out resistance per boltTr1 φu 0.6 A gvExterior bolt shear resistanceVr1 min ( Br, Tr1 ) 608[kN]Gross shear areaAgv (pfi tfb pfo) x tp x 2 side 9048[mm2]Tear-out resistance per boltTr2 φu 0.6 A gv 1527[kN]Interior bolt shear resistanceVr2 min ( Br, Tr2 ) 1097[kN] 3410[kN]Fy Fu213.11Interior bolt tear out strength per boltTotal shear resistanceFy Fu2Vr Vr1 x 2 Vr2 x 2ratio 0.08 Vf13.11OK003
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 04 of 8Bolt Bearing & Tear Out on Column FlangeBearing strength per boltCode Referencenbv 1bolt dia d 25.4[mm]CSA-S16-09 422[kN]13.12.1.2 (a)Vr1 Br 422[kN]Gross shear areaAgv (pfi tfb pfo) x tfc x 2 side 3483[mm2]Tear-out resistance per boltTr2 φu 0.6 A gv 623[kN]Interior bolt shear resistanceVr2 min ( Br, Tr2 ) 422[kN] 1690[kN]Br 3 φbr nbv tfc d FuAssume exterior bolt edge distance on column flange is big and tear-out not governingExterior bolt shear resistanceInterior bolt tear out strength per boltTotal shear resistanceFy Fu2Vr Vr1 x 2 Vr2 x 2ratio 0.15 Vf13.11OKWeldFillet weld resistanceBase metal resistanceWeld metal resistanceAngle of weld axis and forceAm w1 x 1mm 10.0[mm2]vrm 0.67 φw Am Fup 2.0[kN/mm] 13.13.2.2Aw 0.707 x w1 x 1mm 7.1[mm2]θ vrw 0.67 φw Aw Xu (1 0.5 sinθ 1.5) 0 1.6[kN/mm] 13.13.2.2Beam Flange To End Plate Fillet Weld - TensionAISC Design Guide 4For wind and low-seismic applications, the flange force used for flange weld designPage 38shall not be less than 0.6Fy Afb60% of beam flange yield strengthPuf1 0.6 x Fy x bfb x tfb 550[kN]Flange force by momentPuf2 Mf / (db - tfb ) 547[kN] 550[kN]Flange force used for designPuf max ( Puf1 , Puf2 )Angle of weld axis and forceθ 90Fillet weld resistancevr min( vrm , 1.5vrw ) 2.02[kN/mm]Vr vr x ( 2 x bfb - twb ) 805[kN]ratio 0.68 PufOKBeam Web To End Plate Fillet Weld - ShearAngle of weld axis and forceθ 0Fillet weld resistancevr min( vrm , vrw ) x w2 / w1 1.2[kN/mm]Shear weld lengthL1 0.5db - tfb 138.4[mm]L2 db - 2tfb - pfi - 2db 176.0[mm]Vr vr x min( L1 , L2 ) x 2 side 344[kN]ratio 0.75 VfOKPage 33004
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 05 of 8Code ReferenceEnd PlateAISC Design Guide 4End Plate Thickness by Yield Line Methods 0.5 x sqrt( bp x g )pfi s if pfi sY b p 1 1 h01 2 [h1 (p fi s )] h1 2 p fi s p fo 2 g1.11 M ftp reqd φ Fyp Y 86.2[mm] 50.0[mm] 2065.3[mm] 17.8[mm] tpratio 0.44Page 21 (3.10)OKAISC SCM 13th EdEnd Plate Thickness Considering Prying Actiona 1.94[in]b 2.41[in]Bolt diadb 1.000[in]Bolt holed' 1.063[in]Bolt ver. tributary lengthp ( pfi 0.5tfb ) x 2End plate thicknessTable 3-1Fu 65 4.45[ksi][in]a' (a 0.5db ) (1.25b 0.5db ) 2.44[in]page 9-12b' b - 0.5db 1.91[in]page 9-11ρ b' / a' 0.78δ 1 - d' / p 0.761t tp 1.575page 9-11[in]From AISC Design Guide 4 page 9 design assumption 4, all the shear force is assumed to be resisted by thecompression side bolts. so there is no bolt tensile capacity reduction due to presence of shearTensile force per bolt without pryingB PtTo get full B required thicknesstc α' Multiplier for prying actionTensile force per bolt available4.44 B b'p Fu1δ(1 ρ )Q Tavail B x Q[ (t/ t) 12c] 56.4[kips] 1.28[in]page 9-12 -0.25page 9-13 1.000page 9-12 56.4[kips]005
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 06 of 8Code ReferencePt-pry TavailMoment resistance by bolt tensionMr 2 x Pt-pry x ( h0 h1 ) 251.0[kN] 291.1[kNm] Mfratio 0.54OKEnd Plate Shear Yielding Subject To Flange Tension ForceFactored flange force for designShear yielding resistanceAISC Design Guide 4Puf Mf / (db - tfb ) φ 0.6 Fyp bp tp 547.2[kN] 1480.0[kN] 0.5Pufratio 0.18Page 21 - item 8OKEnd Plate Shear Rupture Subject To Flange Tension ForceEnd plate net areaShear rupture resistanceAn ( bp - 2 dh ) x tp φu 0.6 Fup An 6784[mm2] 1373.8[kN] 0.5Pufratio 0.20Page 21 - item 9OKEnd Plate Shear Yielding Subject To Vertical ShearEnd plate lengthShear yielding resistancehp 493.0[mm]bolt hole dh 29.4 φ 0.6 Fyp hp tp x 2ratio 0.04 6389.3 Vf[mm][kN]OKEnd Plate Shear Rupture Subject To Vertical ShearEnd plate net shear areaShear rupture resistanceAn ( hp - 4 x dh ) x tp x 2 φu 0.6 Fup Anratio 0.04 30032[mm2] 6081.5[kN] VfOKEnd Plate Block ShearNet area in tensionGross area in shearCSA-S16-09An ( g- dh ) x tpAgv (pfi tfb pfo de) x tp x 2 side2 4024[mm ] 12648[mm2]Ut 1.0Fy Fu Vr φ u U t A nFu 0 . 6 A gv 2 ratio 0.0712.3.1 (a)13.11 (a) 3492 Vf[kN]13.11OK006
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 07 of 8ColumnCode ReferenceColumn Flange Flexural YeildingAISC Design Guide 4s 0.5 x sqrt( bfc x g ) 99.6[mm]c pfo tfb pfi 113.1[mm]Yc b fc h1 h 0 2 3c c c2 g h1 s h0 s 2 ss g 4 4 2 2 1.11 M ftp reqd φ Fyc Yc 2394.8[mm]Table 3-4 15.4[mm]Page 21 (3.10) tfcratio 1.00OKcolumn stiffeners not requiredColumn Web Yeilding - Tension & CompressionMC is NOT at top of columnCt 1.0Bearing lengthN tfb 2 x w1Column web yeilding resistanceφ 1.0 φ C t (6k c N 2 t p ) Fyc t wc[mm] 1011[kN] Pufratio 0.54Page 22 - item 16 33.1OKcolumn stiffeners not requiredColumn Web Buckling - CompressionMC is NOT at top of columnCt 1.0φ 0.9h dc - 2 x k cColumn web buckling resistance φ Ct24 t 3wc E Fych 247.0[mm] 705[kN] Pufratio 0.78Page 22 - item 17OKcolumn stiffeners not requiredColumn Web Crippling - CompressionBearing lengthN tfb 2 x w1 33.1[mm] 710[kN]Page 23 - item 18φ 0.75Case 1: beam top flange located 0.5dc from end of column Column web crippling resistanceThis case applies N dc φ 0 . 8 t 2wc 1 3 t wc t fc 1 .5 EFyc t fc t wc 007
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 08 of 8Code ReferenceCase 2: beam top flange located 0.5dc from end of columnAISC Design Guide 4N / dc 0.107Page 23 - item 18Case 2a For N/dc 0.2This case does NOT apply Column web crippling resistance N dc2 φ 0 . 4 t wc 1 3 Case 2b For N/dc 0.2Column web crippling resistance 1.5 EFyc t fc t wc 0[kN]This case does NOT apply Column web crippling resistance t wc t fc 4N t 0 .2 wc dc t fc2 φ 0 . 4 t wc 1 1.5 EFyc t fc t wc 0[kN] 710[kN]ratio 0.77 Puf OKcolumn stiffeners not requiredAISC Design Guide 13Column Panel Zone Web ShearColumn min yield strengthP y Fy ACf / Py 0.000For Nf / Py 0.4Panel zone shear resistanceFor Nf / Py 0.4 4244[kN]φ 0.9This case appliesRv φ 0.6 Fy dc twc 568[kN]Page 6 (2.2-1)Page 6 (2.2-2)This case does NOT applyPanel zone shear resistanceRv φ 0.6 Fy dc twc (1.4 - Cf /Py) 0[kN]Panel zone shear resistanceRv 568[kN]Factored flange forcePuf Mf / (db - tfb ) 547[kN]Vu Puf 547[kN]Neglect the effects of storey shearPanel zone web shear forceratio 0.96 RvPage 5 (2.1-5)OKcolumn web doubler plate not required008
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 01 of 8FOUR BOLT UNSTIFFENED MOMENT CONNECTION DESIGNCode AbbreviationCSA-S16-09 Limit States Design of Steel StructuresCSA-S16-09AISC Design Guide 4: Extended End-Plate Moment Connections Seismic and Wind ApplicationsAISC Design Guide 4AISC Design Guide 13: Wide-Flange Column Stiffening at Moment ConnectionsAISC Design Guide 13AISC Steel Construction Manual 13th EditionAISC SCM 13th Ed101 101 101Four bolt unstiffened moment connection design based on3INPUTBolt gradeBolt min tensile strengthCode ReferenceA325Fub 825Bolt diameter db -N1[in][MPa]13.12.1.2Bolt hole isPunched Use Punched unless it's confirmed to be DrilledBolt thread isIncluded Use Included unless it's confirmed to be ExcludedBeam propertiesW 610Column propertiesW530x66db 525[mm]bfb 165[mm]tfb 11.4[mm]twb 8.9[mm]kb 24.1[mm]W 310dc 308CSA-S16-09W310x97bfc bpOK[mm]bfc 305tfc 15.4[mm]twc 9.9kc 30.5[mm]W shape material strengthFy 345[MPa]Fu 450[MPa]End plate material strengthFyp 300[MPa]Fup 450[MPa]suggestAISC Design Guide 4bp 190[mm]only bp (bfb 1") used for designPage 16g 130End plate widthGaugeA 12300[mm]130Bolt clear dist - inner boltpfi 50[mm]50Bolt clear dist - outer boltpfo 50[mm]50Bolt edge distde 45[mm]45End plate thicknesstp 40.0[mm]25.4 or 31.8[mm][mm][mm2]001
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 02 of 8Check if MC located at top of columnCode ReferenceDist between beam top flange & top of column dcFactored beam momentFactored beam tensile forceMoment converted from tensionFactored moment for designMcon 268Tf 25NoMC is NOT located at top of column[kNm][kN]Mten 0.5Tf x ( db-tfb )Mf Mcon Mten 6.4[kNm] 274[kNm]Factored beam shearVf 259[kN] 259[kN]Factored column axial compressionCf 0[kN] 0[kN]Weld electrode E49XXXu 490[MPa]suggestFillet weld - beam flangew1 10[mm]10 mmFillet weld - beam webw2 8[mm]8 mmMin. fillet weld size 8[mm]ratio 1.00OKCSA-W59-03 Table 4.4Min edge distance 44[mm]ratio 0.98OKCSA-S16-09 Table 6Resistance factorφ 0.90φu 0.75φb 0.80φbr 0.8013.1 (a)13.1 (c) (g)φw 0.6713.1 (h)CONCLUSIONOverallratio 1.00OKratio 0.53OKBoltBolt TensionBolt Shearratio 0.31OKBolt Bearing & Tear Out on End Plateratio 0.08OKBolt Bearing & Tear Out on Column Flangeratio 0.15OKBeam Flange To End Plate Fillet Weld - Tensionratio 0.82OKBeam Web To End Plate Fillet Weld - Shearratio 0.41OKEnd Plate Thickness by Yield Line Methodratio 0.46OKWeldEnd PlateEnd Plate Thickness Considering Prying Actionratio 0.53OKEnd Plate Shear Yielding Subject To Flange Tension Forceratio 0.22OKEnd Plate Shear Rupture Subject To Flange Tension Forceratio 0.25OKEnd Plate Shear Yielding Subject To Vertical Shearratio 0.03OKEnd Plate Shear Rupture Subject To Vertical Shearratio 0.03OKEnd Plate Block Shearratio 0.06OKratio 1.00OKColumnColumn Flange Flexural YeildingColumn Web Yeilding - Tension & Compressionratio 0.53OKColumn Web Buckling - Compressionratio 0.76OKColumn Web Crippling - Compressionratio 0.76OKColumn Panel Zone Web Shearratio 0.94OK002
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 03 of 8DESIGN CHECKCode ReferenceFor net area calculationCSA-S16-091. Bolt hole dia is 2mm larger than nominal bolt dia2. For punched hole, addtional 2mm is added to bolt hole dia when it's used in net area width calcTension bolt lever armdh 29.4[mm]h0 569.3[mm]12.3.2for Punched holeh1 457.9[mm]BoltBolt TensionNominal bolt areaAb 506.7[mm2]Single bolt tensile resistancePt 0.75 φb Ab Fub 250.8[kN]Moment resistance by boltMr 2 x Pt x ( h0 h1 ) 515[kNm] Mfratio 0.5313.12.1.3OKBolt ShearAISC Design Guide 4Assume all shear taken by compression side bolts onlyPage 9 2.1-4Bolt number taking shearnbv 6shear plane m 1CSA-S16-09Bolt threads are intercepted by a shear planeAb 0.7 A 354.7[mm2]13.12.1.2 (c)Vr 0.6 φb nbv m Ab Fub 843[kN]13.12.1.2 (c) Vfratio 0.31OKBolt Bearing & Tear Out on End PlateBearing strength per boltnbv 1bolt dia d 25.4Br 3 φbr nbv tp d Fup[mm] 1097[kN] 3600[mm2] 608[kN]13.12.1.2 (a)Exterior bolt tear out strength per boltGross shear areaAgv de x tp x 2 sideTear-out resistance per boltTr1 φu 0.6 A gvExterior bolt shear resistanceVr1 min ( Br, Tr1 ) 608[kN]Gross shear areaAgv (pfi tfb pfo) x tp x 2 side 8912[mm2]Tear-out resistance per boltTr2 φu 0.6 A gv 1504[kN]Interior bolt shear resistanceVr2 min ( Br, Tr2 ) 1097[kN] 3410[kN]Fy Fu213.11Interior bolt tear out strength per boltTotal shear resistanceFy Fu2Vr Vr1 x 2 Vr2 x 2ratio 0.08 Vf13.11OK003
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 04 of 8Bolt Bearing & Tear Out on Column FlangeBearing strength per boltCode Referencenbv 1bolt dia d 25.4[mm]CSA-S16-09 422[kN]13.12.1.2 (a)Vr1 Br 422[kN]Gross shear areaAgv (pfi tfb pfo) x tfc x 2 side 3431[mm2]Tear-out resistance per boltTr2 φu 0.6 A gv 614[kN]Interior bolt shear resistanceVr2 min ( Br, Tr2 ) 422[kN] 1690[kN]Br 3 φbr nbv tfc d FuAssume exterior bolt edge distance on column flange is big and tear-out not governingExterior bolt shear resistanceInterior bolt tear out strength per boltTotal shear resistanceFy Fu2Vr Vr1 x 2 Vr2 x 2ratio 0.15 Vf13.11OKWeldFillet weld resistanceBase metal resistanceWeld metal resistanceAngle of weld axis and forceAm w1 x 1mm 10.0[mm2]vrm 0.67 φw Am Fup 2.0[kN/mm] 13.13.2.2Aw 0.707 x w1 x 1mm 7.1[mm2]θ vrw 0.67 φw Aw Xu (1 0.5 sinθ 1.5) 0 1.6[kN/mm] 13.13.2.2Beam Flange To End Plate Fillet Weld - TensionAISC Design Guide 4For wind and low-seismic applications, the flange force used for flange weld designPage 38shall not be less than 0.6Fy Afb60% of beam flange yield strengthPuf1 0.6 x Fy x bfb x tfb 389[kN]Flange force by momentPuf2 Mf / (db - tfb ) 534[kN] 534[kN]Flange force used for designPuf max ( Puf1 , Puf2 )Angle of weld axis and forceθ 90Fillet weld resistancevr min( vrm , 1.5vrw ) 2.02[kN/mm]Vr vr x ( 2 x bfb - twb ) 649[kN]ratio 0.82 PufOKBeam Web To End Plate Fillet Weld - ShearAngle of weld axis and forceθ 0Fillet weld resistancevr min( vrm , vrw ) x w2 / w1 1.2[kN/mm]Shear weld lengthL1 0.5db - tfb 251.1[mm]L2 db - 2tfb - pfi - 2db 401.4[mm]Vr vr x min( L1 , L2 ) x 2 side 625[kN]ratio 0.41 VfOKPage 33004
Project :www.civilbay.comEng : TestJob No :www.civilbay.comCalculation SheetChk : TestDoc No :Subject :Date : 2013-02-04www.civilbay.comRev : 05 of 8Code ReferenceEnd PlateAISC Design Guide 4End Plate Thickness by Yield Line Methods 0.5 x sqrt( bp x g )pfi s if pfi sY b p 1 1 h01 2 [h1 (p fi s )] h1 2 p fi s p fo 2 g1.11 M ftp reqd φ Fyp Y 78.7[mm] 50.0[mm] 3368.7[mm] 18.3[mm] tpratio 0.46Page 21 (3.10)OKAISC SCM 13th EdEnd Plate Thickness Considering Prying Actiona 1.19[in]b 2.38[in]Bolt diadb 1.000[in]Bolt holed' 1.063[in]Bolt ver. tributary lengthp
AISC Design Guide 4: Extended End-Plate Moment Connections Seismic and Wind Applications AISC Design Guide 4 AISC Design Guide 13: Wide-Flange Column Stiffening at Moment Connections AISC Design Guide 13 AISC Steel Construction Manual 13th Edition AISC SCM 13th Ed INPUT Code Reference
The ACI Manual of Concrete Practice is a seven-part compilation of current ACI standards and committee reports. Part 1—ACI 117-10 to ACI 228.1R-03 Part 2—ACI 228.2R-13 to ACI 314R-11 Part 3—ACI 318-14 to ACI 346-09 Part 4—ACI 347R-14 to ACI 355.2-07 Part 5—ACI 355.3R-11 to ACI 440R-07 Part 6—ACI 440.1R-06 to ACI 533.1R-02
Cracking: ACI 224.1R, ACI 562, ACI 364.1R, and ACI RAP Bulletins Spalling/scaling: ACI 562, ACI 364.1R, ACI 506R, and ACI RAP Bulletins AMP should reference criteria used to determine which inspection results will require either: An Action Request
5mm bolt, nut 4.5-6 6mm bolt, nut 8-12 8mm bolt, nut 18-25 10mm bolt, nut 29-34 12mm bolt, nut 49-59 4mm screw 1.5-2.6 5mm screw 3.5-5 6mm screw 7-11 5mm flange bolt 3.6-6.9 6mm screw 7-11 5mm flange bolt 3.6-6.9 6mm flange bolt 10-14 8mm flange bolt 20-26 Bolt and nut 10mm flange bolt
Asm mean tensile area of anchor bolt (in. 2) D bolt diameter (in.) Dw diameter (in.) of the washer or anchor plate, where a continuous template or anchor plate is used for a group of anchor bolts. The washer diameter may be taken as the diameter of a circle concentric with the bolt and inscribed within the template or anchor plate.
A. American Concrete Institute (ACI): 1. ACI 214-77 2. ACI 506R-90 3. ACI 506.2-90 4. ACI 506.3R-91 5. ACI 305R-91 6. ACI 306R-88 . acceptance a proposed mix design for the shotcrete with the tolerances of any variable components identified. The design shall include a complete list of materials and copies of test
Table 2. Calculation of failure strength of anchor foundation (ACI 349-97, ACI 349-01) Item Equation Results Description of anchor bolt specified tensile strength of anchor steel F .9100kgf/mm2 uta 882.598 MPa effective cross-sectional area of anchor ( ) 4 8mm2 Ase p 50.265mm2 nominal strength in tension of a single anchor sa se uta
APIC Controller Overview of the ACI Fabric ACI Spine Nodes ACI Leaf Nodes ACI Fabric Features - ACI Spine Layer -Provides bandwidth and redundancy between Leaf Nodes ACI Leaf Layer -Provides all connectivity outside the fabric - including servers, service devices, other networks Optimized Traffic Flows -Accommodates new E-W traffic patterns in simple, scalable, non-blocking design
- ACI 304R-00, Guide for Measuring, Mixing, Transporting, and Placing Concrete - ACI 305R-10, Guide to Hot Weather Concreting - ACI 306R-10, Guide to Cold Weather Concreting - ACI 308R-01, Guide to Curing Concrete - ACI 309R-05, Guide for Consolidation of Concrete - ACI 311.4R-05, Guide for Concrete Construction - ACI 318-08/318R-08,
