FLEXIBLE SEAT ANGLE REACTION ANALYSISAllowable End Reaction for Connection Design

Using AISC 13th Edition Manual (ASD) and Tamboli, Akbar R.Job Name: Subject:

Job Number: Originator: Checker:

Input Data:

Beam Size:Beam Size =

Angle Size:Angle Size = point of critical

Long Leg Vert? YES moment

Design Parameters:

End Rxn, R = 13.5 kipsFy, Beam = 36 ksiFy, Angle = 36 ksi

Weld Alloy = E70 ksiBrg Length, N+k = 3.41 in. Seat Length Section

Offset, a = 0.75 in. Unstiffened Angle SeatAngle Width, b = 8.00 in.

Weld Size, = 1/4 in. Properties:Length of Beam, L = 9.00 ft. Angle: Beam:

L, horiz.= 3.5 in. d = 7.99 in.L, vert. = 6.0 in. tw = 0.23 in.

Results: t = 0.5 in. bf = 4.00 in.tf = 0.26 in.

Minimum Angle thickness: (Handbook of Structural Steel, p. 154-156) k = 0.56 in.N = 2.86 in. N = (N+k) - k Sx = 9.91 in.^3ef = 2.18 in. ef = a + N/2 Zx = 11.40 in.^4e = 1.30 in. e = ef - 3/8 - t S.F. = Zs/Sx = 1.15 in.^5= 1.67

treq'd = 0.64 in. treq'd = (4 R e /(Fy b / )) ^ 0.5

Allowable End Reaction Based on Either Uniform Load or Web Shear: (AISC p. 33-95)Fbx = 24.80 ksi Fbx = (S.F./1.67)*Fy (AISC Eqn. F2-1)Mr = 20.48 ft-kips Mr = (Fbx*Sx)/12 (from AISC Max. Total Uniform Load Tables p. 3-33 to 3-95)

M1(max) = 20.48 ft-kips M1(max) = w(unif)*L^2/8 = Mrw(unif) = 2.02 kips/ft. w(unif) = 8*(Mr)/L^2 = 8*(Fbx*Sx/12)/L^2

kv = 5.00 kv = 5.0 for unstiffened websCv = 1.00 Cv = 1.0 for h/tw 2.24*sqrt(E/Fy), otherwise see Eqn. G2-3 to G2-5Fv = 14.40 ksi Rvg = (1/1.5)*0.60*Fy*CvV = 26.46 kips V = Fv*Aw = Fv*(d*tw) (Allowable web shear)

W(total) = 18.20 kips W(total) = Minimum of: w(unif)*L or 2*V (AISC Table p. 3-33 to 3-95)Rv = 9.10 kips Rv = Minimum of: W(total)/2 = w(unif)*L/2 or V (based on Mr or V)

(continued)

L6X3-1/2X1/2

W8X13

3/8

t

R Beama N

N + kk

k

ef

e

Allowable End Reaction Based on End Bearing Criteria for Beam: (AISC Section J10.3)R1/ = 7.66 kips R1/ = 2.5*k*Fy*tw / ( = 1.5, Constant for web yielding - AISC page 9-18)R2/ = 5.52 kips/in. R2/ = Fy*tw / ( = 1.5, Constant for web yielding - AISC page 9-18)R3/ = 11.38 kips R3/ = { 0.40*tw^2*sqrt(E*Fy*tf / tw) } /

( = 2.0, Constant for web crippling - AISC page 9-18)R4/ = 3.66 kips/in. R4/ = { 0.40*tw^2*(3/d)*(tw/tf)^1.5*sqrt(E*Fy*tf / tw) } /

( = 2.0, Constant for web crippling - AISC page 9-18)R5/ = 9.43 kips R5/ = { 0.40*tw^2*(1-0.2*(tw/tf)^1.5)*sqrt(E*Fy*tf / tw) } /

( = 2.0, Constant for web crippling - AISC page 9-18)R6/ = 4.88 kips/in. R6/ = { 0.40*tw^2*(4/d)*(tw/tf)^1.5*sqrt(E*Fy*tf / tw) } /

( = 2.0, Constant for web crippling - AISC page 9-18)Rwy = 23.42 kips Rwy = R1/+N*R2/ (based on web yielding per AISC Eqn. J10-3, p. 16.1-117)N/d = 0.36 N/d = Criteria for using either Eqn. J10-5a or J10-5b

Rwc = 23.37 kips Rwc = R5/+N*R6/ (based on web crip. per AISC Eqn. J10-5b, p. 16.1-117)R = 23.37 kips R = Minimum of: Rwy or Rwc

Maximum Allowable End Reaction for Connection Design:R(max) = 9.10 kips R(max) = Minimum of: Rv or R

Maximum Allowable End Moment for Connection Design Using Directly Welded Flanges:M2(max) = 14.20 ft-kips M2(max) = (bf*tf)*(0.60*Fy)*(d-tf)/12

Maximum Allowable Weld Capacity: (AISC Table 8-4)L = 6.00 in. L = vertical weld length

aL = 2.18 in. aL = dist. from Pv to C.G.a = 0.36 a = (aL)/Lk = 0.00 k = 0 (for Special Case)

C1 = 1.00 Electrode Strength Coefficient, C1,Table 8-3C = 2.819 (interpolated from Table 8-4)D = 4 Weld in 1/16 of inch. = 2.0

Rn / = 33.83 kips Rn / = C C1 D L /

Comments: