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Instecon ss ver.01-a

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Design for Shear connection

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Instecon ss ver.01-a

  1. 1. SINGLE SHEAR CONNECTION Ver. 01.A CODE NAME: SSB Date: 04.05.17 AISC 360-10/ ASD METHOD Established by Pham Thanh Trung, Vietnam. Licensed to APAC Construction Jsc. I. INPUT DATA 1. Loading data Load combination LC101 Vertical load V = 90.00 kN Horizontal load H = 2.00 kN 2. Material properties Beam materials JIS SS400 Plate material JIS SS400 Minimum Ultimate stress Fu = 40.00 kN/cm2 Minimum Ultimate stress Fu = 40.00 kN/cm2 Norminal tensile stress Fy = 23.50 kN/cm2 Norminal tensile stress Fy = 23.50 kN/cm2 Norminal shear stress Fnv = 16.00 kN/cm2 Norminal shear stress Fnv = 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. Beam properties Effective web height hw = 360 mm Web thickness of beam tw= 5 mm 4. Connecting plate properties Plate height hpl = 400 mm Thickness of plate tpl = 10 mm 5. Bolt arrangement Bolt diameter d = 20 mm Bolt area Ab = 3.14 cm2 Bolt hole dia. dh = 22 mm Number of bolts n = 3 Nos. Distance to top edge of beam Lv1 = 35 mm Distance to bottom edge of plate Lv2 = 35 mm Distance to tension edge of beam Le1= 35 mm Distance to tension edge of plate Le2 = 35 mm Bolt spacing p = 80 mm Distance to weld e = 60 mm II. CALCULATION 1. Check bolt shear Available Shear strength of each bolts 58.67 kN (Eq. J3-1, AISC 360-10, Ω =2) Actual force on each bolt 30.01 kN/cm2 Required/ Allowable strength ratio 0.51 PASS NSTECON /Ω = ∗ /Ω= = ( + )/n= = / =
  2. 2. 2. Check beam 2.a. Bearing strength at bolts holes Clear distance between 1st bolt holes and beam edge 23.25 mm Available strength at the first hole (Eq. J3-6b) 27.90 kN Available strength 27.90 kN Clear distance between two bolt holes 56.50 mm Allowable strength at the the rest holes (Eq. J3-6b) 67.80 kN Total available bearing strength: Ra =Ra (first hole) + (n-1)*Ra (other holes) = 163.50 kN Required/ Allowable bearing strength ratio 0.55 PASS 2.b. Strength of beam in shear: For shear yeilding of beams Gross area subject to shear Ra = 0.6*Fy*Ag/Ω = 169.20 kN For shear rupture of elements Net area subject to shear: Anv = Agv-n*(dh+1.5)*tw = 14.48 cm2 Ra = 0.6*Fu*Anv/Ω = 173.70 kN Maximum shear trength of beam: Ra = Min (Ra1, Ra2) = 169.20 kN Required/Available shear strength R = V/Ra = 0.53 PASS 2.c. Block shear strength in shear Gross area subject to shear 9.75 cm2 Net area subject to shear 6.81 cm2 Net subject to tension 1.16 cm2 Block shear strength in shear Ra1 =(0.6*Fu*Anv+ Ubs*Fu*Ant)/Ω = 105.00 kN Required/Available block shear strength Ratio = V/Ra = 0.86 PASS, BUT IN CRITICAL CONDITION / = (1.2* ∗ ∗ )/Ω = = Min( , ) = % = (1.2* % ∗ ∗ )/Ω = = / =
  3. 3. 2.c. Block shear strength in tension Block shear Path 1 (2 paths) Gross area subject to shear 3.50 cm2 Net area subject to shear 2.33 cm2 Net area subject to tension 5.80 cm2 Bloc shear strength path 1 Ra1.1 =(0.6*Fu*Anv1+ Ubs*Fu*Ant1)/Ω = 143.90 kN Block shear Path 2 (1 path) Gross area subject to shear 1.75 cm2 Net area subject to shear 1.16 cm2 Net subject to tension 6.81 cm2 Block shear strength path 2 Ra2.1 =(0.6*Fu*Anv2+ Ubs*Fu*Ant2)/Ω = 150.20 kN Block shear strength Ra =min(Ra1.1, Ra1.2, Ra2.1, Ra2.2)= 143.90 kN Required/Available block shear strength Ratio = H/Ra = 0.01 PASS Required/ Available block shear in shear and tension Ratio = Ratio (shear)+ Ratio (tension) = 0.87 PASS, BUT IN CRITICAL CONDITION 3. Connecting plate 3.a. Bearing strength at bolts holes Clear distance between 1st bolt holes and beam edge 23.25 mm Available strength at the first hole 55.80 kN Clear distance between two bolt holes 56.50 mm Allowable strength at the the rest holes (Eq. J3-6b) 135.60 kN 96.00 kN Available strength 96.00 kN Total available bearing strength: 247.80 kN Required/ Allowable bearing strength ratio 0.36 PASS = (1.2* ∗ ∗ )/Ω = % = (1.2* ∗ ∗ )/Ω = % = (2.4*) ∗ ∗ *)/Ω = % = Min( % , % ) = = / =
  4. 4. 3.b. Strength of connecting plate in shear: For shear yeilding of plate Gross area subject to shear Ra = 0.6*Fy*Ag/Ω = 256.00 kN For shear rupture of plate Net area subject to shear Ra = 0.6*Fu*Anv/Ω = 395.40 kN Maximum shear trength of beam Ra = Min (Ra1, Ra2) = 256.00 Required/Available shear strength R = V/Ra = 0.35 PASS 3.c. Block shear strength 3.c.1. Block shear strength in shear Gross area subject to shear 19.50 cm2 Net area subject to shear 14.00 cm2 Net subject to tension 2.33 cm2 Block shear strength in shear Ra1 =(0.6*Fu2*Anv+ Ubs*Fu2*Ant)/Ω = 214.50 kN Required/Available block shear strength in shear Ratio = V/Ra = 0.42 PASS 3.c.2 Block shear rupture in tension Block shear path 1 (2 paths) Gross area subject to shear Agv2 = 2*tpl*Le2 = 7.00 cm2 Net area subject to shear Anv2 =Agv2-2*0.5*tpl*(dh+1.5)= 4.65 cm2 Net area subject to tension Ant2 =tpl*((n-1)*p-(n-1)*(dh+1.5))= 11.30 cm2 Bloc shear strength path 1 Ra2.1 =(0.6*Fu2*Anv2+ Ubs*Fu2*Ant2)/Ω = 281.80 kN (Eq. J4-5, AISC 360-10, Ω=2) Ra2.2 =(0.6*Fu2*Agv2+Ubs*Fu2*Ant2)/Ω= 310.00 kN (Eq. J4-5, AISC 360-10, Ω=2) Block shear Path 2 (1 path) Gross area subject to shear 3.50 cm2 Net area subject to shear 2.33 cm2 Net subject to tension 13.63 cm2 Block shear strength path 2 Ra2.1 =(0.6*Fu2*Anv2+ Ubs*Fu2*Ant2)/Ω = 300.40 kN Block shear strength in tension Required/Available block shear strength Ratio = H/Ra = 0.01 PASS Required/ Available block shear in shear and tension Ratio = Ratio (shear)+ Ratio (tension) = 0.43 PASS

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