Connection Design Spreadsheet-1

Unit Conversion factors SNTypeConvertMultiplication factorFromToAForce1KNKips0.2252KipsKN4.4483Metric-tonKips2.2004KipsMetric-ton0.455BMomentKN-mKips-in

Single Plate Con.(BCF)Connection Type: Single Plate Bolted Shear Connection (Beam-Column Flange)Global DC Ratio=0.95

1Primary Inputsa)MembersBeamColumnShear PlateBolt and Weldb)DescriptionSectionYield strengthUltimate strengthDepthWidthFlange thicknessWeb ThicknessSectionYield strengthUltimate strengthDepthWidthFlange thicknessWeb ThicknessYield strengthUltimate strengththicknessLengthBolt TypeBolt diaElectrode strengthWeld Thickness (1/16)inc)NotationFyFud bftftwFyFud bftftwFyFutpLpdbFEXXD/16d)Unitsksiksiininininksiksiininininksiksiinininksiine)ValuesW16X5050.0065.0016.300.000.630.38W14X9050.0065.000.7136.0058.000.2511.50A325-N0.7570.003.00

2Forces and Connection Propertiessa)ItemsConnection ForceConnection Propertiesb)DescriptionAxial ForceShear ForceMomentHorizontal Edge distanceVertical Edge distanceNumber of bolt rowsNumber of bolt columnsBolt vertical spacinggauge distancebolt weld distancec)NotationPuVuMuLehLevnrncsg ad)UnitsKipsKipsKip-inininininine)Values0.0049.600.001.501.254.001.003.00NA3.00

3Calculated Propertiesa)MembersBeamColumnBolts and WeldMiscellaneousb)DescriptionGross AreaMoment of InertiaElastic Section ModulusPlastic Section ModulusGross AreaMoment of InertiaElastic Section ModulusPlastic Section ModulusBolt areaBolt tensile strength2Bolt Shear strength3Hole diameter 5,6number of boltsMoment CoefficientEccentricityc)NotationAIxxSxxZxxAIxxSxxZxxAbFntFnvdhn Ce d)Unitsin2in4in3in3in2in4in3in3in2KipsKipsinnumber ine)Values0.4490.0054.000.812544

4Reduction Factorsa)Design TypeBendingBearingBolt ShearShear YieldShear RuptureBlock ShearWeld Shearb)Notationc)Values0.900.750.751.000.750.750.75

5Beam to Column Flange Connection

ADesign Checks for Shear Plate at bolta)Bolt shearrn (Kip/bolts)Rn (Kips)17.971.5

b)Bolt Bearinglc-endlc-sparnb-end (kips/bolt)rnb-spa (kips/bolt)rnb-limit (kips/bolt)Rnb (Kips)Rnb (Kips)0.842.1914.6838.0626.1092.9869.74

c)Shear YieldingAg (in2)Rn (Kips)2.87562.1

d)Shear RuptureLh (in)Le (in)Anv (in2)Rn (Kips)0.8758252.2

e) Block Sheardh+1/16Lnt (in)Lgv (in)Lnv (in)Ant (in2)Agv (in2)Anv (in2)Rn (Kips)0.8751.062510.257.18750.272.561.8053.1

CheckMinimum Rn (kips)Ru (kips)D/C Ratio52.249.60.95BDesign Checks at Weld Connection

a)Weld ShearRn (Kips)Ru (kips)D/C Ratio96.149.60.52

b)Shear Rupture column flangetf,mintf, providedD/C Ratio0.290.710.40

CDesign Checks of Beam Weba)Bolt Bearinglc-endlc-sparnb-end (kips/bolt)rnb-spa (kips/bolt)rnb-limit (kips/bolt)Rnb (Kips)Rnb (Kips)Ru (kips)D/C Ratio3.242.1925.0164.8444.46158.39118.7949.60.42

Single Plate Con.(BCW)Connection Type: Single Plate Bolted Shear Connection (Beam-Column Flange)Global DC Ratio=6.57Plate Buckling does not control

1)Inputs

a)Beam and column InputsUnitsBeamColumnPlateSectionsW16X50W14X90Yield strength , FyFyksi50.0050.0036.00Ultimate strengt, FuFuksi65.0065.0058.00Depth, ddin15.9014.0217.70LpFlange width, bfbfin0.0014.52Web thickness, twtwin0.300.44Flange thicknes, tftfin0.001.88tp

b)Bolts and WeldBolt typeA325-NBolt di, ddin0.88Electrode, FEXXFEXXksi70.00Weld thickness, D/16D/16in5.00

Bolt and WeldBolt TypeBolt diaElectrode strengthWeld Thickness (1/16)indbFEXXD/16inksiin

1Primary Inputsa)MembersBeamColumnShear Plateb)DescriptionSectionYield strengthUltimate strengthDepthWidthFlange thicknessWeb ThicknessSectionYield strengthUltimate strengthDepthWidthFlange thicknessWeb ThicknessYield strengthUltimate strengththicknessLengthc)NotationFyFud bftftwFyFud bftftwFyFutpLpd)Unitsksiksiininininksiksiininininksiksiinine)Values

2Forces and Connection Propertiessa)ItemsConnection ForceConnection PropertiesMiscellaneousb)DescriptionAxial ForceShear ForceMomentHorizontal Edge distanceVertical Edge distanceNumber of bolt rowsNumber of bolt columnsBolt vertical spacinggauge distancebolt weld distanceUBSMoment CoefficientMoment CoefficientNet Plastic Section Modulusc)NotationPuVuMuLehLevnrncsg aCC'ZnetTake C and C' value from AISC ManualTable 7-8, pg 911 (7-38)d)UnitsKipsKipsKip-ininininininin3Take Znet value from AISC Manual Table 15-2, pg 1411, (15-12)e)Values560.0036.000.001.001.006.002.002.752.754.000.510.30129.0012.80

3Calculated Propertiesa)MembersBeamColumnBolts and Weldb)DescriptionGross AreaMoment of InertiaElastic Section ModulusPlastic Section ModulusGross AreaMoment of InertiaElastic Section ModulusPlastic Section ModulusBolt areaBolt tensile strength2Bolt Shear strength3Hole diameter 5,6number of boltsEccentricityc)NotationAIxxSxxZxxAIxxSxxZxxAbFntFnvdhn e d)Unitsin2in4in3in3in2in4in3in3in2KipsKipsinnumber ine)Values0.6090.0054.000.9375124.0

4Reduction Factorsa)Design TypeBendingBearingBolt ShearShear YieldShear RuptureBlock ShearWeld ShearFlexural Rupturee110C12.42b)Notatione212C22.06c)Values0.900.750.751.000.750.750.750.75

5Beam to Column Web Connection

ADesign Checks for Shear Plate From TableReferencea)Bolt shearrn (Kip/bolts)Rn (Kips)`24.3250.7

b)Bolt Bearinglc-endlc-sparnb-end (kips/bolt)rnb-spa (kips/bolt)rnb-limit (kips/bolt)rn (Kips)rn (Kips/bolt)Rnb (Kips)0.531.8169.51237.16228.9869.5152.13536.99

c)Shear YieldingAg (in2)Rn (Kips)33.276718.7616

d)Shear RuptureLh (in)Lnv (in)Anv (in2)Rn (Kips)111.721.996574.0956

e) Block ShearLeh (in)dh+1/16Lnt (in)Lgv (in)Lnv (in)Ant (in2)Agv (in2)Anv (in2)Rn (Kips)3.7512.2516.709.254.2331.4017.39545.9

CheckMinimum Rn (kips)Ru (kips)D/C Ratio250.7561.15594980362.24

f)Maximum Plate ThicknessThe maximum plate thickness is limited to ensure that the plate yields before the bolt shearsMmax (Kip-in)tmaxt_providedD/C Ratio4651.92.471.880.76

g)Shear Yielding, Shear Buckling and Flexural Yielding of PlateVn (Kips)MuZplbMn (Kip-in)D/C Ratio718.7616144147.24634770.780120.00

h)Local Buckling of PlatelamdaQSnetFcrMn (Kip-in)Mu (Kip-in)D/C Ratio0.07198.1642363180.520081440.05Note:Plate Buckling does not controli)Flexural rupture of plateMn (Kip-in)Mu (Kip-in)D/C Ratio556.81440.26

BDesign Checks at Weld Connection

a)Weld ShearRn (Kips)Ru (kips)D/C Ratio246.5561.15594980362.28

b)Shear Rupture column Webtf,mintf, providedD/C Ratio0.480.441.09Check this calculation once again

CDesign Checks of Beam Weba)Bolt Bearinglc-endlc-sparnb-end (kips/bolt)rnb-spa (kips/bolt)rnb-limit (kips/bolt)Rnb (Kips)Rnb (Kips)-0.371.8112.2241.7140.27213.56160.17

b)Shear YieldingAg (in2)Rn (Kips)4.6905140.715

c)Shear RuptureLh (in)Lnv (in)Anv (in2)Rn (Kips)19.92.9285

CheckMinimum Rn (kips)Ru (kips)D/C Ratio85.4561.15594980366.57

Beam-Beam (coped)Connection Type: Single Plate Bolted Shear Connection (Beam-Column Flange)Global DC Ratio=1.09Plate Buckling does not control1Primary Inputsa)MembersBeamGirderShear PlateBolt and Weldb)DescriptionSectionYield strengthUltimate strengthDepthWidthFlange thicknessWeb ThicknessSectionYield strengthUltimate strengthDepthWidthFlange thicknessWeb ThicknessYield strengthUltimate strengththicknessLengthBolt TypeBolt diaElectrode strengthWeld Thickness (1/16)inc)NotationFyFud bftftwFyFud bftftwFyFutpLpdbFEXXD/16d)Unitsksiksiininininksiksiininininksiksiinininksiine)ValuesW16X5050.0065.0015.900.000.000.30W14X9050.0065.0014.0214.520.4436.0058.000.5012.00A325-N0.8870.005.00

2Forces and Connection Propertiessa)ItemsConnection ForceConnection PropertiesMiscellaneousb)DescriptionAxial ForceShear ForceMomentHorizontal Edge distanceVertical Edge distanceNumber of bolt rowsNumber of bolt columnsBolt vertical spacinggauge distancebolt weld distanceUBSMoment CoefficientMoment CoefficientNet Plastic Section Modulusc)NotationPuVuMuLehLevnrncsg aCC'ZnetTake C and C' value from AISC ManualTable 7-8, pg 911 (7-38)d)UnitsKipsKipsKip-ininininininin3Take Znet value from AISC Manual Table 15-2, pg 1411, (15-12)e)Values0.0036.000.001.251.504.002.003.003.009.000.52.3326.0012.80

3Calculated Propertiesa)MembersBeamColumnBolts and Weldb)DescriptionGross AreaMoment of InertiaElastic Section ModulusPlastic Section ModulusGross AreaMoment of InertiaElastic Section ModulusPlastic Section ModulusBolt areaBolt tensile strength2Bolt Shear strength3Hole diameter 5,6number of boltsEccentricityc)NotationAIxxSxxZxxAIxxSxxZxxAbFntFnvdhn e d)Unitsin2in4in3in3in2in4in3in3in2KipsKipsinnumber ine)Values0.6090.0054.000.8125810.5

4Reduction Factorsa)Design TypeBendingBearingBolt ShearShear YieldShear RuptureBlock ShearWeld ShearFlexural Rupturee110C12.42b)Notatione212C22.06c)Values0.900.750.751.000.750.750.750.75

5Beam to Column Web Connection

ADesign Checks for Shear Plate From TableReferencea)Bolt shearrn (Kip/bolts)Rn (Kips)24.356.7

b)Bolt Bearinglc-endlc-sparnb-end (kips/bolt)rnb-spa (kips/bolt)rnb-limit (kips/bolt)rn (Kips)rn (Kips/bolt)Rnb (Kips)1.092.1938.0676.1360.9038.0628.5566.51

c)Shear YieldingAg (in2)Rn (Kips)6129.6

d)Shear RuptureLh (in)Lnv (in)Anv (in2)Rn (Kips)0.8758.54.25110.925

e) Block ShearLeh (in)dh+1/16Lnt (in)Lgv (in)Lnv (in)Ant (in2)Agv (in2)Anv (in2)Rn (Kips)4.250.8752.937510.507.43751.475.253.72117.0

CheckMinimum Rn (kips)Ru (kips)D/C Ratio56.7360.63

f)Maximum Plate ThicknessThe maximum plate thickness is limited to ensure that the plate yields before the bolt shearsMmax (Kip-in)tmaxt_providedD/C Ratio937.61.090.50.46

g)Shear Yielding, Shear Buckling and Flexural Yielding of PlateVn (Kips)MuZplbMn (Kip-in)D/C Ratio129.632418583.20.39

h)Local Buckling of PlatelamdaQSnetFcrMn (Kip-in)Mu (Kip-in)D/C Ratio0.4611236388.83780.97Note:Plate Buckling does not controli)Flexural rupture of plateMn (Kip-in)Mu (Kip-in)D/C Ratio556.83240.58

BDesign Checks at Weld Connection

a)Weld ShearRn (Kips)Ru (kips)D/C Ratio167.1360.22

b)Shear Rupture column Webtf,mintf, providedD/C Ratio0.480.441.09Check this calculation once again

CDesign Checks of Beam Weba)Bolt Bearinglc-endlc-sparnb-end (kips/bolt)rnb-spa (kips/bolt)rnb-limit (kips/bolt)Rnb (Kips)Rnb (Kips)3.042.1925.1750.3340.27145.97109.48

b)Shear YieldingAg (in2)Rn (Kips)4.6905140.715

c)Shear RuptureLh (in)Lnv (in)Anv (in2)Rn (Kips)0.87512.43.66107

CheckMinimum Rn (kips)Ru (kips)D/C Ratio107.0360.34

Table of ReferencesSNItemsReference 1Criteria for reduction in effective area reduction due to bolt holes in plates, web or flanges2Design Tensile strength of one boltLRFD 99 Pg.1257 (Table 8-15)3Design Shear Strength of one BoltLRFD 99Pg. 1254 (Table 8-11)4Bearing strength calculation flow chartsfrom exceel sheet for Connection design5anchor rod hole diameterAISC 14 16.1-4156Nominal hole dimensionsLRFD 99 Table J 3.3 Page 804 (6-82)7Minimum Edge DistanceLRFD 99 Table J 3.4 Page 804 (6-82)8Minimum size of fillet weldAISC 14 Table J 2.4 pf 167 (16.1-111)Coefficient C for eccentrically loaded bolt groupAISC Manual Table 7-7

Reference collectionSNReference Collection1

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