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Beam column splice analysis
- 1. BEAM/ COLUMN SPLICE Ver.: 01.A CODE NAME: CBSO (OUTER COVER PL) Date: 04.05.17 AISC 360-10/ ASD METHOD Established by Pham Thanh Trung, Vietnam. Licensed to APAC Cons Jsc. I. INPUT DATA 1. Loading data Node Number 401 Load combination LC101 Moment M = 200.00 kN.m Axial load N = 20.00 kN Shear force V = 100.00 kN 2. Material properties Column material JIS SS400 Splice Plate material JIS SS400 Minimum Ultimate stress Fu1 = 40.00 kN/cm2 Minimum Ultimate stress Fu2 = 40.00 kN/cm2 Norminal yield stress Fy1 = 23.50 kN/cm2 Norminal yield stress Fy2 = 23.50 kN/cm2 Norminal shear stress Fnv1 = 16.00 kN/cm2 Norminal shear stress Fnv2 = 16.00 kN/cm2 Bolt Classification ASTM A325 Minimum Ultimate stress Fu = 83.00 kN/cm2 Norminal tensile strength Fnt = 62.00 kN/cm2 Norminal shear strength Fnv = 37.35 kN/cm2 3. Column properties Flange width bf = 200 mm Flange thickness tf = 15 mm Web height hw = 600 mm Web thickness tw= 8 mm 4. Flange plate property Plate width bpl1 = 200 mm Thickness tpl1 = 15 mm Number of Plate 1 Nos. 5. Web plate property Plate width bpl2 = 400 mm Thickness tpl2 = 10 mm Number of plate 2 Nos. 5. Bolt arrangement Bolt diameter db = 20 mm Bolt area Ab = 3.14 cm2 Bolt hole dia. dh = 22 mm Number of bolts on flange n1 = 3 Nos. (each side of beam) Number of bolt line (Vert. direction) nw1 = 2 Nos. (each side) Number of bolt row (Horz. direction) nw2 = 3 Nos. (each side) Distance to top edge of beam Lv1 = 40 mm Distance to bottom edge of plate Lv2 = 40 mm Distance to tension edge of beam Le1= 40 mm Distance to tension edge of plate Le2 = 40 mm Bolt spacing p = 80 mm NSTECON
- 2. II. CALCULATION Maximum Flange force: Ff = N/2 +2M/(hw+tf) = 335.20 kN 1. Check Flange Bolt shear Available shear strength of each bolts Rab=Fnv*Ab/Ω = 58.67 kN Total shear capacity of bolts on flange Ra =2*n*Rab = 352.02 kN Required/ Allowable strength ratio Ratio =Ff/Ra = 0.95 PASS, BUT IN CRITICAL CONDITION 2. Check Column 2.a. Bearing strength at bolts holes Check Column flange Clear distance between 1st bolt holes and beam edge 28.25 mm Available strength at the first hole (Eq. J3-6a) 203.40 kN Clear distance between two bolt holes 56.50 mm Allowable strength at the the rest holes (Eq. J3-6b) Ra1=(1.2*Lch*tf*Fu1)/Ω = 406.80 kN Total available bearing strength: 1,017.00 kN Required/ Allowable bearing strength ratio Ratio = Ff/Ra = 0.33 PASS 2.b. Strength of beam flange in tension For tensile yeilding of beams Gross area subject to tension Ra =Fy*Ag/Ω = 422.16 kN For tensile rupture of elements Effective area subject to tension Ae =Min(Ae1, Ae2) = 19.51 cm2 Tensile rupture strength of beam flange Ra =Fu*Ae/Ω = 390.15 kN Required/Available shear strength R = Ff/Ra = 0.86 PASS, BUT IN CRITICAL CONDITION 2.c. Block shear strength in shear Gross area subject to shear 60.00 cm2 Net area subject to shear 42.38 cm2 Net subject to tension 8.48 cm2 Block shear strength in shear Ra =(0.6*Fu1*Anv+ Ubs*Fu1*Ant)/Ω = 678.00 kN Block shear strength in shear Required/Available block shear strength Ratio = Ff/Ra = 0.49 PASS Miminum Capacity of flange 390.15 kN Required/ Allowable strength ratio of column flange Ratio = Ff/Ra = 0.86 PASS, BUT IN CRITICAL CONDITION
- 3. 3. Check Flange Plate 3.a Check Flange Plate (each plate) at bolt holes Clear distance between 1st bolt holes and beam edge 28.25 mm Available strength at the first hole Ra=(1.2*Lc1*tf*Fu2)/Ω = 203.40 kN Clear distance between two bolt holes 56.50 mm Allowable strength at the the rest holes Ra1=(1.2*Lch*tf*Fu2)/Ω = 406.80 kN Total available bearing strength: 1,017.00 kN Required/ Allowable bearing strength ratio 335.20 kN Ratio = Ff/Ra = 0.33 PASS 3.b. Strength of Cover flange in tension For tensile yeilding of beams Gross area subject to tension Ra1 =Fy*Ag/Ω = 422.16 kN For tensile rupture of elements Tensile rupture strength of beam flange Ra =Fu2*Ae/Ω = 390.15 kN Required/Available shear strength R = Ff/Ra = 0.86 PASS, BUT IN CRITICAL CONDITION 3.c. Block shear strength of Plange Cover Gross area subject to shear (2 sides) 60.00 cm2 Net area subject to shear (2 sides) 42.38 cm2 Net subject to tension (2 sides) 8.48 cm2 Block shear strength in shear (2 sides) Ra1 =(0.6*Fu1*Anv+ Ubs*Fu1*Ant)/Ω = 678.00 kN Required/Available block shear strength Ratio = Ff/Ra = 0.49 PASS Miminum Capacity of flange Cover 390.15 kN Required / Available capacity of flange cover Ratio = Ff/Ra = 0.86 PASS, BUT IN CRITICAL CONDITION R_a=Min(R_a1, R_a2) =
- 4. 4. Check Web of Column Total shear force on bolts Vw =sqrt(N^2 +V^2) = 101.98 kN Shear Capacity of bolts Vb =(nw1*nw2)*Fnv*Ab/Ω = 352.02 kN Required/ Available strength ratio of web bolts Ratio = Vw/Vb = 0.29 PASS Clear Distance betwwen 1st hole and top of web 220 mm Ra1=nw1*(1.2*Lc2*tw*Fu1)/Ω = 1056 kN Available strength at the first holes 153.6 kN Vertical Clearance between 2 bolt holes 57 mm Available strength at the other holes Ra1=nw1*(1.2*Lch*tw*Fu2)/Ω = 216.96 kN Available strength at each row of bolt holes 153.6 kN
- 5. Available strength at the other holes 460.8 kN Required/ Allowable bearing strength ratio Ratio = V/Ra = 0.22 PASS 3b. Check Shear yeilding of beam 4.a. For shear yeilding of column Gross area subject to shear Ra = 0.6*Fy*Ag/Ω = 451.20 kN 4.b. For shear rupture of elements Net area subject to shear: Ra = 0.6*Fu*Anv/Ω = 508.32 kN Maximum shear trength of beam: Ra = Min (Ra1, Ra2) = 451.20 kN Required/Available shear strength R = V/Ra = 0.22 PASS 4.c. Block shear strength in shear Gross area subject to shear 30.40 cm2 Net area subject to shear 25.70 cm2 Net subject to tension 6.78 cm2 Block shear strength in shear 376.20 kN Required/Available block shear strength Ratio = V/Ra = 0.27 PASS 5. Check web splice plate Clear Distance betwwen 1st hole and top of web Available strength at the first holes 139.2 kN Vertical Clearance between 2 bolt holes 56.5 mm Available strength at each row of bolt holes 192 kN Available strength at the other holes Ra (total) =Ra1+(nw2-1)*Ra2 = 523.2 kN Required/ Allowable bearing strength ratio Ratio = V/Ra = 0.19 PASS 3b. Check Shear yeilding of beam 5.a. For shear yeilding of beams Ra1 = 0.6*Fy2*Ag/Ω = 376.00 kN 5.b. For shear rupture of elements Ra2 = 0.6*Fu2*Anv/Ω = 395.40 kN Maximum shear trength of beam: Ra = Min (Ra1, Ra2) = 376.00 kN Required/Available shear strength R = V/Ra = 0.27 PASS 5.c. Block shear strength in shear Gross area subject to shear 20.00 cm2 Agv = tpl2*(Lv2+(nw2-1)*p) = Net area subject to shear 14.13 cm2 Net subject to tension 8.48 cm2 Block shear strength in shear Ra1 =(0.6*Fu*Anv+ Ubs*Fu*Ant)/Ω = 254.25 kN Required/Available block shear strength Ratio = V/Ra = 0.39 PASS