Connection Design Sheet
Oct 14, 2015
Sections Table
SECTION.6 SECTIONS TABLE
Base PlateDESIGN SHEETJOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDesign Of Base Plate For (MF1) & (MF3)
With Reference to Staad Output Files & Bases Loading Section:
N ( Max. Compression Reaction ) =45Knd ( Column Web Depth ) =312.7mmb ( Column Flange Width ) =102.4mmL ( Base Plate Length ) =330mmB ( Base Plate Width ) =110mmAssumed Base Plate Thickness =16mmBase Plate Area =363.00Cm2F y ( Base Plate Yield Stress ) =24.5Kn / Cm2
m =( L - 0.95 d ) / 2 =10.8cm =1.65CmL req. =18.8cmn =( B - 0.8 b ) / 2B req. =3.4cm =1.40Cmn' ( Yield Line Theory Cantilever Distance From Column Web Or Column Flange n' =( d x bF )1/2 / 4 =4.47Cm ( Critical Base Pl Cantilever Dimension ) =The Larger of m , n , n' =4.47
'c ( Speicified Compressive Strength of Concrete) =2.07Kn / Cm2 ( ACI - ASD Safety Factor ) =2.5p(max) ( Concrete Bearing Strenght ) =0.85 'c / As per ACI 318-02 Section 10.17p(max) =0.70Kn /Cm2
F p ( Actual Compression Stress ) =N / Plate AreaF p =0.12Kn / Cm20.70Kn /Cm2(O.K.)
( AISC - ASD Safety Factor ) =1.67
Required Base Plate Thickness = x ( 2F p / F y )1/2THK. =0.58Cm16mm(O.K.)
DESIGN SHEETJOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDesign Of Base Plate For (MF2)
With Reference to Staad Output Files & Bases Loading Section:
N ( Max. Compression Reaction ) =50Knd ( Column Web Depth ) =349mmb ( Column Flange Width ) =125.4mmL ( Base Plate Length ) =370mmB ( Base Plate Width ) =130mmAssumed Base Plate Thickness =16mmBase Plate Area =481.00Cm2F y ( Base Plate Yield Stress ) =24.5Kn / Cm2
m =( L - 0.95 d ) / 2 =11.6cm =1.92CmL req. =20.0cmn =( B - 0.8 b ) / 2B req. =3.6cm =1.48Cmn' ( Yield Line Theory Cantilever Distance From Column Web Or Column Flange n' =( d x bF )1/2 / 4 =5.23Cm ( Critical Base Pl Cantilever Dimension ) =The Larger of m , n , n' =5.23
'c ( Speicified Compressive Strength of Concrete) =2.07Kn / Cm2 ( ACI - ASD Safety Factor ) =2.5p(max) ( Concrete Bearing Strenght ) =0.85 'c / As per ACI 318-02 Section 10.17p(max) =0.70Kn /Cm2
F p ( Actual Compression Stress ) =N / Plate AreaF p =0.10Kn / Cm20.70Kn /Cm2(O.K.)
( AISC - ASD Safety Factor ) =1.67
Required Base Plate Thickness = x ( 2F p / F y )1/2THK. =0.62Cm16mm(O.K.)
DESIGN OF BASE PLATES
Mom. Conn.
DESIGN OF MOMENT CONNECTIONS
Roof PurlinsDESIGN SHEETAMANA IND.JOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDESIGN OF ROOF PURLINS (DL+LL+COLL)
Section & Material Properties:
Z-Web Depth =202mmZ-Flange Width =60mmZ-Purlin THK. =1.5mmSx =31.51Cm3Ix =322.76Cm4Fy (Yield Stress) =34.5Kn/Cm2Area =5.27Cm2E =20000Kn/Cm2
Dimensions & Loading:
Span =6mTributary Width =1.502mD.L (Dead Load) =0.12Kn/m2L.L (Live Load) =0.6Kn/m2Coll. Load =0Kn/m2w ( Combined Load ) =( DL+LL +COLL) x Ttributary Width =1.08Kn/m'
Check the Section :Z-Flange Width / Z-purlin THK. =40.00< 60( O.K.)Z-Purlin Depth / Z-purlin THK. =134.67< 200 ( O.K.)
Check the Deflection :Actual Max. Deflection =0.0054 wL4 / EIx =1.17CmAllowable Deflection =3.33Cm L /180( O.K.)
Check the Stress :Allowable Bending Stress =0.6 x Fy =20.70Kn/Cm2{ For Values of Moments & DeflectionMax. Bending Moment (No Lap) =0.0700 .w.L Please Refer to AISC - 2005 Table 3-23 } =272.52Kn.CmMax. Bending Moment (With Lap) =0.125 .w.L =486.65Kn.CmActual Stress (No Lap) = Bending Moment / Sx =8.65Kn/Cm2< Allowable Stress( O.K.)Actual Stress (With Lap) = Bending Moment / 2Sx =7.72Kn/Cm2< Allowable Stress( O.K.)
DESIGN SHEETAMANA IND.JOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDESIGN OF ROOF PURLINS (DL+WL)
Section & Material Properties:
Z-Web Depth =202mmZ-Flange Width =60mmZ-Purlin THK. =1.5mmSx =31.51Cm3Ix =322.76Cm4Fy (Yield Stress) =34.5Kn/Cm2Area =5.27Cm2E =20000Kn/Cm2
Dimensions & Loading:
Span =6mTributary Width =1.502mD.L (Dead Load) =0.12Kn/m2q =0.89Kn/m2G.Cp =-1.28Kn/m2w ( Combined Load ) =( DL+ q*G.Cp ) x Ttributary Width =-1.53Kn/m'
Check the Section :Z-Flange Width / Z-purlin THK. =40.00< 60( O.K.)Z-Purlin Depth / Z-purlin THK. =134.67< 200 ( O.K.)
Check the Deflection :Actual Max. Deflection =0.0054 wL4 / EIx { Where Wind Load is Permitted to be =-1.10Cm Multiplied by 0.7 As Per IBC 2006 }Allowable Deflection =3.33Cm L /180( O.K.)
Check the Stress :Allowable Bending Stress =0.6 x Fy x 1.33 =27.53Kn/Cm2{ For Values of Moments & DeflectionMax. Bending Moment (No Lap) =0.0700 .w.L Please Refer to AISC - 2005 Table 3-23 } =-385.77Kn.CmMax. Bending Moment (With Lap) =0.125 .w.L =-688.88Kn.CmActual Stress (No Lap) = Bending Moment / Sx =-12.24Kn/Cm2< Allowable Stress( O.K.)Actual Stress (With Lap) = Bending Moment / 2Sx =-10.93Kn/Cm2< Allowable Stress( O.K.)
S.W. GirtsDESIGN SHEETAMANA IND.JOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDESIGN OF SIDE WALL GIRTS (DEAD LOAD ONLY)
Section & Material Properties:
Z-Web Depth =202mmZ-Flange Width =60mmZ-Purlin THK. =1.5mmSy =5.94Cm3Iy =44.26Cm4Fy (Yield Stress) =34.5Kn/Cm2Area =5.27Cm2E =20000Kn/Cm2
Dimensions & Loading:
Span =6mTributary Width =1.4mD.L (Dead Load) =0.12Kn/m2
w ( Combined Load ) =( D.L ) x Ttributary Width =0.17Kn/m'
Check the Section :Z-Flange Width / Z-purlin THK. =40.00< 60( O.K.)Z-Purlin Depth / Z-purlin THK. =134.67< 200 ( O.K.)
Check the Deflection :Actual Max. Deflection =0.0054 wL4 / EIx =1.33CmAllowable Deflection =5.00Cm L /120( O.K.)
Check the Stress :Allowable Bending Stress =0.6 x Fy =20.70Kn/Cm2{ For Values of Moments & DeflectionMax. Bending Moment (No Lap) =0.0700 .w.L Please Refer to AISC - 2005 Table 3-23 } =42.34Kn.CmMax. Bending Moment (With Lap) =0.125 .w.L =75.60Kn.CmActual Stress (No Lap) = Bending Moment / Sy =7.13Kn/Cm2< Allowable Stress( O.K.)Actual Stress (With Lap) = Bending Moment / 2Sy =6.36Kn/Cm2< Allowable Stress( O.K.)
DESIGN SHEETAMANA IND.JOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDESIGN OF SIDE WALL GIRTS (WIND LOAD ONLY)
Section & Material Properties:
Z-Web Depth =202mmZ-Flange Width =60mmZ-Purlin THK. =1.5mmSx =31.51Cm3Ix =322.76Cm4Fy (Yield Stress) =34.5Kn/Cm2Area =5.27Cm2E =20000Kn/Cm2
Dimensions & Loading:
Span =6mTributary Width =1.4mq =0.89Kn/m2G.Cp =-1.09Kn/m2
w ( Combined Load ) =( q*G.Cp ) x Ttributary Width =-1.36Kn/m'
Check the Section :Z-Flange Width / Z-purlin THK. =40.00< 60( O.K.)Z-Purlin Depth / Z-purlin THK. =134.67< 200 ( O.K.)
Check the Deflection :Actual Max. Deflection =0.0054 wL4 / EIx { Where Wind Load is Permitted to be =-1.03Cm Multiplied by 0.7 As Per IBC 2006 }Allowable Deflection =5.00Cm L /120( O.K.)
Check the Stress :Allowable Bending Stress =0.6 x Fy x 1.33 =27.53Kn/Cm2{ For Values of Moments & DeflectionMax. Bending Moment (No Lap) =0.0700 .w.L Please Refer to AISC - 2005 Table 3-23 } =-342.25Kn.CmMax. Bending Moment (With Lap) =0.125 .w.L =-611.16Kn.CmActual Stress (No Lap) = Bending Moment / Sx =-10.86Kn/Cm2< Allowable Stress( O.K.)Actual Stress (With Lap) = Bending Moment / 2Sx =-9.70Kn/Cm2< Allowable Stress( O.K.)
E.W. GirtsDESIGN SHEETAMANA IND.JOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDESIGN OF END WALL GIRTS (DEAD LOAD ONLY)
Section & Material Properties:
Z-Web Depth =202mmZ-Flange Width =60mmZ-Purlin THK. =1.5mmSy =5.94Cm3Iy =44.26Cm4Fy (Yield Stress) =34.5Kn/Cm2Area =5.27Cm2E =20000Kn/Cm2
Dimensions & Loading:
Span =6mTributary Width =1.4mD.L (Dead Load) =0.12Kn/m2
w ( Combined Load ) =D.L x Ttributary Width =0.17Kn/m'
Check the Section :Z-Flange Width / Z-purlin THK. =40.00< 60(O.K)Z-Purlin Depth / Z-purlin THK. =134.67< 200 (O.K)
Check the Deflection :Actual Max. Deflection =5 w L4 / 384 E Iy =3.20CmAllowable Deflection =5.00Cm L /120(O.K)
Check the Stress :Allowable Bending Stress =0.6 x Fy =20.70Kn/Cm2{ For Values of Moment & Deflection Please Refer to AISC - 2005 Table 3-23 }Max. Bending Moment =0.125 .w.L =75.60Kn.Cm
Actual Stress = Bending Moment / Sy =12.73Kn/Cm2< Allowable Stress(O.K)
DESIGN SHEETAMANA IND.JOB NO.INQ-616DATE6/4/10DESIGN BYAMCHECKED BYAGREV. NO.0REV. DATE6/4/10DESCRIPTIONDESIGN OF END WALL GIRTS (WIND LOAD ONLY)
Section & Material Properties:
Z-Web Depth =202mmZ-Flange Width =60mmZ-Purlin THK. =1.5mmSx =31.51Cm3Ix =322.76Cm4Fy (Yield Stress) =34.5Kn/Cm2Area =5.27Cm2E =20000Kn/Cm2
Dimensions & Loading:
Span =6mTributary Width =1.4mq =0.89Kn/m2G.Cp =-1.09Kn/m2
w ( Combined Load ) =( q*G.Cp) x Ttributary Width =-1.36Kn/m'
Check the Section :Z-Flange Width / Z-purlin THK. =40.00< 60(O.K)Z-Purlin Depth / Z-purlin THK. =134.67< 200 (O.K)
Check the Deflection :Actual Max. Deflection =5 w L4 / 384 E Ix { Where Wind Load is Permitted to be =3.25Cm Multiplied by 0.7 As Per IBC 2006 }Allowable Deflection =5.00Cm L /120(O.K)
Check the Stress :Allowable Bending Stress =0.6 x Fy x 1.33 =27.53Kn/Cm2{ For Values of Moment & Deflection Please Refer to AISC - 2005 Table 3-23 }Max. Bending Moment =0.125 .w.L =-611.16Kn.Cm
Actual Stress = Bending Moment / Sx =-19.40Kn/Cm2< Allowable Stress(O.K)
Shear Conn.DESIGN SHEETJOB NO: YMS/BEH/CAN/14DATE6/14/14PROJECT: SWIMMING POOL CANOPYDESIGN BYJCDMAIN CONTRACTOR: BELHASA ENGINEERINGCHECKED BYAPSCONSULTANT: ARIF AND BINTOAKREV.0DESIGN OF SHEAR CONNECTION - BETWEEN HOLLOW SECTIONSDesignationMass Per metreArea of Section
TYPICAL DESIGN DETAIL OF SHEAR PLATECONNECTION BETWEEN HOLLOW SECTIONS
Design Forces(design forces are extracted from STAAD pro model)SizeThicknessShear ForceFv10kND x BtAAxial ForceFa3kNdesignationmm x mmmmkg/mcm2Width of beamDepth of beamMember DetailsSHS 40x40x2.540x402.52.893.68 40x40x2.54040Supporting MemberRHS 200x100x5SHS 40x40x340x4033.414.34 40x40x34040D200mmSHS 40x40x3.240x403.23.614.6 40x40x3.24040W100mmSHS 40x40x3.640x403.64.015.1 40x40x3.64040T5mmSHS 40x40x440x4044.395.59 40x40x44040Supported MemberRHS 90x50x4SHS 40x40x540x4055.286.73 40x40x54040d90mmSHS 50x50x2.550x502.53.684.68 50x50x2.55050w50mmSHS 50x50x350x5034.355.54 50x50x35050t4mmSHS 50x50x3.250x503.24.625.88 50x50x3.25050Fin Plate thicknesstf18mmSHS 50x50x3.650x503.65.146.54 50x50x3.65050Cap plate thicknesstcp8mmFin plate connected on supporting beamtf28mmMaterial PropertiesSHS 50x50x450x5045.647.19 50x50x45050Grade of material (supporting & supported beams)S275 JRSHS 50x50x550x5056.858.73 50x50x55050Yield strength of Profiles usedFy275N/mm2SHS 50x50x650x5067.9910.2 50x50x65050yield strength of fin plate (Fyfp1 & Fyfp2)275N/mm2SHS 50x50x6.350x506.38.3110.6 50x50x6.35050Tensile strength of SHS materialFu410N/mm2SHS 60x60x360x6035.296.74 60x60x36060Tensile strength of fin plates (Fufp1 & Fufp2)410N/mm2Connector PropertiesSHS 60x60x3.260x603.25.627.16 60x60x3.26060Grade of bolt8.8SHS 60x60x3.660x603.66.277.98 60x60x3.66060Dia of boltd16mmSHS 60x60x460x6046.98.79 60x60x46060Dia of bolt hole , dhd+218mmSHS 60x60x560x6058.4210.7 60x60x56060Tensile strength of bolt material, Fub560N/mm2Tb. 34 BS 5950-1-2000Yield strength of bolt material392N/mm2Tb. 34 BS 5950-1-2000Shear strength of bolt material, Fvb375N/mm2Tb. 31 BS 5950-1-2000Welding electrode35SHS 60x60x660x6069.8712.6 60x60x66060Nominal strength of fillet weld, Fvw220N/mm2Tb. 37 BS 5950-1-2000SHS 60x60x6.360x606.310.313.1 60x60x6.36060Connection GeometrySHS 60x60x860x60812.516 60x60x86060No. of rows of boltsnrb2SHS 70x70x370x7036.247.94 70x70x37070No. of columns of boltsncb1SHS 70x70x3.270x703.26.638.44 70x70x3.27070Total No. of boltsn2SHS 70x70x3.670x703.67.49.42 70x70x3.67070Pitch of boltsp40mmSHS 70x70x470x7048.1510.4 70x70x47070Gauge of boltsg0mmSHS 70x70x570x7059.9912.7 70x70x57070Vertical edge distanceed125mmSHS 70x70x670x70611.815 70x70x67070Horizontal edge distanceed225mmSHS 70x70x6.370x706.312.315.6 70x70x6.37070Distance of bolts from weld (suppot beam) a50mmSHS 70x70x870x7081519.2 70x70x87070Distance of bolts from weld (suppoted beam)b50mmSHS 80x80x3.280x803.27.639.72 80x80x3.28080Geometric verificationSHS 80x80x3.680x803.68.5310.9 80x80x3.68080DimensionsSHS 80x80x480x8049.4112 80x80x48080Depth of fin plateL90SHS 80x80x580x80511.614.7 80x80x58080Length of fin plateLmin >= 0.6 d54O.KBCSA-JSCSC P-156SHS 80x80x680x80613.617.4 80x80x68080Lmax=d90O.KSHS 80x80x6.380x806.314.218.1 80x80x6.38080Fin plate Thicknesstp=0.5 d or t8O.KBCSA-JSCSC P-156SHS 80x80x880x80817.522.4 80x80x88080PitchPmin =2.5*d ,Pmax =14tOKBS 5950-1-2000 Cl. 6.2.1.1SHS 90x90x3.690x903.69.6612.3 90x90x3.69090SHS 90x90x490x90410.713.6 90x90x49090SHS 90x90x590x90513.116.7 90x90x59090Check for Boltcheck for BearingPbs = min (d*tp*pbsp , d*tp*pbsb)thickness of finplate , tp8mmthickness of both the plates are conidered sameBearing strength of bolt (Gr. 8.8)pbsb1000N/mm2BS 5950-1-2000 Tb. 31Bearing strength of plate (S 275 JR)pbsp460N/mm2Pbs58.88kNUtilization Ratio in bearing0.17O.Kcheck for Bolt shear Resultant force per bolt, Fr = (Fvr2+Fsm2)Resultant shear per bolt, Fvr = sqrt (Fv2+Fa2)Fvr10.44kNDirect shear force per BoltFvb=Fv/n5.00kNMoment induced due to eccentricity, MM = Fv*a0.50kN-mModulus of bolt group, ZbgZbg =( n(n+1)p )/640.00mmForce on outermost bolt due to momentFsm = Fva /Zbg12.50kNResultant force per bolt, FrFr13.46kNshear capacity of bolt48kNUtilization Ratio in bolt shear0.28O.KCheck for fin plateSHS 90x90x690x90615.519.8 90x90x69090check for BearingNumber of columns of bolts, ncb1SHS 90x90x6.390x906.316.220.7 90x90x6.39090Shear force per boltFvb =Fv/n5.00kNSHS 90x90x890x90820.125.6 90x90x89090elastic section modulus of bolt group, Zbg40mmSHS 100x100x3.6100x1003.610.813.7 100x100x3.6100100max. lever arm distance from bolt group cg to weld line, cmax(a,b)50mmSHS 100x100x4100x100411.915.2 100x100x4100100Force on outermost bolt due to moment, Fsm = Fv*a/Zbg12.50kNSHS 100x100x5100x100514.718.7 100x100x5100100Resultant force on outermost bolt due to direct shear & moment, Fs13.46kNSHS 100x100x6100x100617.422.2 100x100x6100100bearing capacity per bolt, PbsSHS 100x100x6.3100x1006.318.223.2 100x100x6.3100100Pbs =min (d tf Pbsf , d tw pbs.b)SHS 100x100x8100x100822.628.8 100x100x8100100bearing strength Pbsf , Pbsb of connected parts0.46kN/mm2BS 5950-1-2000 Tab. 32SHS 100x100x10100x1001027.434.9 100x100x10100100Pbs58.88kNSHS 120x120x4120x120414.418.4 120x120x4120120Utilization Ratio in bearing0.23O.KSHS 120x120x5120x120517.822.7 120x120x5120120Check for shearSHS 120x120x6120x120621.227 120x120x6120120Plain shearPv= min (0.6 Py Av , 0.7 Py Ke Av net )BCSA-JSCSC P-158SHS 120x120x6.3120x1206.322.228.2 120x120x6.3120120shear area, Av0.9 (2e1 + (n-1 ) p ) tf648mm2SHS 120x120x8120x120827.635.2 120x120x8120120Net shear area , Av net = Av - n Dh tf360mm2SHS 120x120x10120x1201033.742.9 120x120x10120120Plain shear capacity, Pv = min (0.6 Py Av , 0.7 Py Ke Av net)SHS 120x120x12120x1201239.550.3 120x120x12120120ke1.2SHS 120x120x12.5120x12012.540.952.1 120x120x12.5120120Pv min83.16kNSHS 140x140x5140x14052126.7 140x140x5140140Utilization Ratio in shear0.12O.KSHS 140x140x6140x140624.931.8 140x140x6140140Block shearBS 5950-1-2000 Cl. 6.2.4SHS 140x140x6.3140x1406.326.133.3 140x140x6.3140140shear length, Lve1+ (n-1) p65BCSA-JSCSC P-158SHS 140x140x8140x140832.641.6 140x140x8140140Tensile length, Lte225SHS 140x140x10140x140104050.9 140x140x10140140k0.5SHS 140x140x12140x140124759.9 140x140x12140140ke1.2SHS 140x140x12.5140x14012.548.762.1 140x140x12.5140140Block shear capacity , Pr = 0.6 Py tf (Lv+Ke (Lt-k Dh))111.144kNSHS 150x150x5150x150522.628.7 150x150x5150150Utilization Ratio in block shear0.09O.KSHS 150x150x6150x150626.834.2 150x150x6150150Combined check for shear and bendingSHS 150x150x6.3150x1506.328.135.8 150x150x6.3150150Moment Capacity, Mc = Fv*a0.5kNSHS 150x150x8150x150835.144.8 150x150x8150150shear capacity of fin plate, Pv min= (Pv , Pr)83.16kNSHS 150x150x10150x1501043.154.9 150x150x10150150type of actual shearlow shearSHS 150x150x12150x1501250.864.7 150x150x12150150low shear, Fv = tf/0.15 , long fin plateLTB is Not applicableSHS 160x160x6160x160628.736.6 160x160x6160160else not requiredSHS 160x160x6.3160x1606.330.138.3 160x160x6.3160160the above calculations are applicable to the fin plate connected to the main beam also.check for Tension - Fin plateNet effective length , Le2e1+ (n-1)Pe-nDhdistance between bolt centre to free end of plate, e1e1=a-1040mmPe = P , but
