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DAR AL-HANDASAHDESIGN OF MOMENT CONNECTION
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SHAIR&PARTNERSExtended End Plate Moment Connection - Eight bolts Type
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Project Prepared by
Dr.Hany El-Rashidy/Eng.Walaa El-Mohandis
Computed by
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Building Checked by
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SubjectApproved by
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Reference AISC - ASD 9th edition
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Section Dimensions
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 BEAMH (Total) (cm)t (web) (cm)B (fl.) (cm)t (fl.) (cm)
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 COLUMNH (Total) (cm)t (web) (cm)B (fl.) (cm)t (fl.) (cm)r(fillet) (cm)
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Straining Actions
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Moment (m.t)Shear (t.)Tension (t.)
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FY=2,45t/cm2
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Check No. and Diameter of Bolts:
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Ft=M/(d-tf)
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=#DIV/0!ton
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T/bolt =Ft/6
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=#DIV/0!ton
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V / total no. =V/16
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=0,00ton
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MAX.TENSION FORCE/BOLT=
#DIV/0!ton
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MAX.SHEAR FORCE/BOLT=
0,00ton
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db(bolt diameter)=3,6cm
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USE BOLTS = M36
Grade (10.9) - DIN 6914 - No Torque Tightened
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F all.ten. (No Torque T.) =33,50ton
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F all.ten. (With Torque T) =
35,70ton
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F all.shear =20,40ton
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U.C due to tension =#DIV/0!#DIV/0!
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U.C due to shear =0,00 < 1 (safe)
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Weld Size of Beam Flange to H. Plate:
AWS Table 4.1.1
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Allowable weld stress
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Electrode specification=
E70XX
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Tensile strength =3,48t/cm2
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=
.3*nominal tensile strength of weld metal
AISC - ASD
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 =1,04t/cm2Table J2.5
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=
.4*yield stress of base metal
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=0,98t/cm2
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f all. =0,98t/cm2
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Sw fillet =
Ft/((2*(bf+tf)-tw)*f all.)
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=#DIV/0!cm
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Sw(min.)=#DIV/0!mm#DIV/0!
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Weld Size of Beam Web to H. Plate:
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Sw req. = V/(f all.*(d-2tfb)) =
#DIV/0!cm
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Sw(min.)=#DIV/0!mm
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Calculation of End Plate Thickness:
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bp =
Max. effective width in design = Bf + 1``
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=2,54cm
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Pf=0cm
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g=0cm
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pb=3dp= 10,8
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Ma= T*Pf
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Ma= #DIV/0! cm.t
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Ca =
Constant depending on the yield stress of the beam
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=1,13
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Cb=(bfb/bp)^0.5