Steel connections. Connection name : MEP_BCF_W=14.29[mm]_W=6.35[mm]_tp=63.5[mm]_N=0_N=2_N=0_N=1_W=14.29[mm]_W=14.29[mm]_W=14.29[ mm] Connection ID : 1

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Download "Steel connections. Connection name : MEP_BCF_W=14.29[mm]_W=6.35[mm]_tp=63.5[mm]_N=0_N=2_N=0_N=1_W=14.29[mm]_W=14.29[mm]_W=14.29[ mm] Connection ID : 1"

Cameron Perry
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1 Current Date: 08-Dec-13 7:05 PM Units system: SI File name: E:\ram\1\1.cnx\ Microsoft Steel connections Detailed report Connection name : MEP_BCF_W=14.29[mm]_W=6.35[mm]_tp=63.5[mm]_N=0_N=2_N=0_N=1_W=14.29[mm]_W=14.29[mm]_W=14.29[ mm] Connection ID : 1 Design code : AISC LRFD Family Type : Moment end plate (MEP) : Beam - Column flange (BCF) LOADS Members Load Type V2 V3 M33 M22 Axial [KN] [KN] [KN*m] [KN*m] [KN] Right beam 1 - DL Design D1 Design GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Extended end plate Vertical edge distance [mm] Sec. J3.5 L emin = e dmin + C 2 = 33.65[mm] + 0[mm] = 33.65[mm] Tables J3.4, J3.5 L emax = min(12*t p, 6[in]) = min(12*20[mm], 6[in]) = 152.4[mm] Sec. J3.5 Horizontal edge distance [mm] Sec. J3.5 L emin = e dmin + C 2 = 33.65[mm] + 0[mm] = 33.65[mm] Tables J3.4, J3.5 L emax = min(12*t p, 6[in]) = min(12*20[mm], 6[in]) = 152.4[mm] Sec. J3.5 Haunch vertical bolt spacing [mm] Sec. J3.3 s min = 8/3*d = 8/3*20[mm] = [mm] Sec. J3.3 Horizontal center-to-center spacing (gage) [mm] Sec. J3.3, DG4 Sec. 2.4, DG4 Sec. 2.1, 2.4, DG16 Sec. 2.5 g min = max(8/3*d, 2*k 1c + 2*d, t wb + 2*w + d h ) = max(8/3*20[mm], 2*10.5[mm] + 2* 20[mm], 6[mm] + 2*6.35[mm] [mm]) = 61[mm] Sec. J3.3, DG4 Sec. 2.4 g max = b fb = 101.9[mm] DG4 Sec. 2.1,

2 2.4, DG16 Sec. 2.5 Inner distance from bolt centerline to top flange [mm] DG4 Sec. 2.1 d<=1[in] 20[mm]<=1[in] True p fmin = d + 1/2[in] = 20[mm] + 1/2[in] = 32.7[mm] DG4 Sec. 2.1 Inner distance from bolt centerline to haunch flange [mm] DG4 Sec. 2.1 d<=1[in] 20[mm]<=1[in] True p fmin = d + 1/2[in] = 20[mm] + 1/2[in] = 32.7[mm] DG4 Sec. 2.1 Bolt diameter [mm] DG4 Sec. 1.1 d bmax = 1.5[in] DG4 Sec. 1.1 Moment end plate behavior at beam top flange Thick plate behavior controlled by no prying bolt rupture Moment end plate behavior at beam bottom flange Thick plate behavior controlled by no prying bolt rupture Beam Weld size (Top flange) [1/16in] table J2.4 Weld size (Bottom flange) [1/16in] table J2.4 Weld size (Web) [1/16in] table J2.4 Weld size (Haunch flange) [1/16in] table J2.4 Weld size (Haunch to beam) [1/16in] table J2.4 Support Flange thickness [mm] DG16 Sec 2.5, DG16 Eq. 2-7 s = 0.5*(b p *g) 1/2 = 0.5*(145[mm]*65[mm]) 1/2 = [mm] DG16 Table 3-2 p f = min(p f, s) = min(40[mm], [mm]) = 40[mm] DG16 Table 3-2 Y p = b p /2*(h 1 *(1/p f ) + h 2 *(1/s)) + 2/g*(h 1 *(p f *p b ) + h 2 *(s * p b )) + g/2 = 145[mm]/2*(459.37[mm]*(1/40[mm]) [mm]*(1/ [mm])) + 2/65[mm]* (459.37[mm]*(40[mm] *70[mm]) [mm]*( [mm] *70[mm])) + 65[mm]/2 = [mm] DG16 Table 3-3 IsFlushConnection True r = 1.25 DG16 Sec 2.5 M np = 2*P t *( d n ) = 2*137.2[KN]*(840.35[mm]) = [KN*m] DG16 Sec 2.5 M np = 2*P t *( d n ) = 2*137.2[KN]*(840.35[mm]) = [KN*m] DG16 Sec 2.5 s = 0.5*(b p *g) 1/2 = 0.5*(145[mm]*65[mm]) 1/2 = [mm] DG16 Table 3-2 p f = min(p f, s) = min(40[mm], [mm]) = 40[mm] DG16 Table 3-2 Y p = b p /2*(h 1 *(1/p f ) + h 2 *(1/s)) + 2/g*(h 1 *(p f *p b ) + h 2 *(s * p b )) + g/2 = 145[mm]/2*(459.37[mm]*(1/40[mm]) [mm]*(1/ [mm])) + 2/65[mm]* (459.37[mm]*(40[mm] *70[mm]) [mm]*( [mm] *70[mm])) + 65[mm]/2 = [mm] DG16 Table 3-3 M pl = F yp *t 2 p *Y p = 0.275[KN/mm2]*20[mm] 2 * [mm] = [KN*m] DG16 Sec 2.5

3 w' = b p /2 - (d + 1/16[in]) = 145[mm]/2 - (20[mm] + 1/16[in]) = [mm] DG16 Sec 2.5 a i = 3.682*(t p /d) 3 [in] [in] = 3.682*(20[mm]/20[mm]) 3 [in] [in] = [mm] DG16 Sec 2.5 F i ' = (t p 2 *F yp *(0.85*b p / *w') + PI*d 3 *F nt /8)/(4*p fi ) = (20[mm] 2 *0.275[KN/ mm2]*(0.85*145[mm]/ * [mm]) + PI*20[mm] 3 *0.56[KN/mm2]/8)/(4*40[mm]) = [K... DG16 Sec 2.5 discr = F yp 2-3*(F i '/(w'*t p )) 2 = 0.275[KN/mm2] 2-3*( [KN]/( [mm]* 20[mm])) 2 = [KN] DG16 Sec 2.5 Q maxi = (w'*t p 2 )/(4*a i )*(F yp 2-3*(F i '/(w'*t p )) 2 ) 1/2 = ( [mm]*20[mm] 2 )/ (4* [mm])*(0.275[KN/mm2] 2-3*( [KN]/( [mm]*20[mm])) 2 ) 1/2 = [KN] DG16 Sec 2.5 M q = max(2*(p t - Q maxi )*(d 1 + d 2 ), 2*T b *(d 1 + d 2 )) = max(2*(137.2[kn] [KN])*(455.17[mm] [mm]), 2*0[KN]*(455.17[mm] [mm])) = [KN*m] DG16 Sec 2.5 IsFlushConnection True r = 1.25 DG16 Sec 2.5 ThickPlateSmallerBoltsBehaviorApply = M np <( bmpl /1.11) = [KN*m]<(389.99[KN*m]/1.11) = True DG16 Sec 2.5 t preq = ((1.11* r * *M np )/( b *F yp *Y p )) 1/2 = ((1.11*1.25*0.75*230.59[KN*m])/(0.9* 0.275[KN/mm2]* [mm])) 1/2 = [mm] DG16 Eq. 2-7 Horizontal edge distance [mm] Sec. J3.5 L emin = e dmin + C 2 = 33.65[mm] + 0[mm] = 33.65[mm] Tables J3.4, J3.5 L emax = min(12*t p, 6[in]) = min(12*7[mm], 6[in]) = 84[mm] Sec. J3.5 Column flange behavior at beam top flange Thin plate behavior controlled by plate yielding Column flange behavior at beam bottom flange Thin plate behavior controlled by plate yielding WARNINGS Bolt gage and bolt horizontal edge distance produce unsuitable geometry DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Moment end plate TOP FLANGE Flexural yielding [KN*m] D DG16 Sec 2.5 s = 0.5*(b p *g) 1/2 = 0.5*(145[mm]*65[mm]) 1/2 = [mm] DG16 Table 3-2 p f = min(p f, s) = min(40[mm], [mm]) = 40[mm] DG16 Table 3-2 Y p = b p /2*(h 1 *(1/p f + 1/s)) + 2/g*(h 1 *(p f + s)) = 145[mm]/2*(458.8[mm]*(1/40[mm] + 1/ [mm])) + 2/65[mm]*(458.8[mm]*(40[mm] [mm])) = [mm] DG16 Table 3-2 M pl = F yp *t 2 p *Y p = 0.275[KN/mm2]*20[mm] 2 * [mm] = [KN*m] DG16 Sec 2.5 IsFlushConnection True r = 1.25 DG16 Sec 2.5 M n = b *M pl / r = 0.9*304.34[KN*m]/1.25 = [KN*m] DG16 Sec 2.5 No prying bolt moment strength [KN*m] D DG16 Sec 2.5 M np = 2*P t *( d n ) = 2*137.2[KN]*(454.89[mm]) = [KN*m] DG16 Sec 2.5 M n = *M np = 0.75*124.82[KN*m] = [KN*m] DG16 Sec 2.5 Bolts shear [KN] D Eq. J3-1 R n = 2 * ( *F nv *A b ) = 2 * (0.75*0.375[KN/mm2]*245[mm2]) = [KN] Eq. J3-1 Connector bolt bearing [KN] D Eq. J3-6 L c-end = max(0.0, L e - d h /2) = max(0.0, 40[mm] [mm]/2) = [mm] Sec. J4.10

4 L c-spa = max(0.0, s - d h ) = max(0.0, 0[mm] [mm]) = 0[mm] Sec. J4.10 R n = *(min(k 1 *L c-end, k 2 *d) + min(k 1 *L c-spa, k 2 *d)*(n - 1))*t p *F u * n c = 0.75*(min(1.2* [mm], 2.4*20[mm]) + min(1.2*0[mm], 2.4*20[mm])*(1-1))*20[mm]* 0.415[KN/mm2]*2 = [KN] Eq. J3-6 Shear yielding [KN] D DG4 Eq R n = *0.6*F yp *b p *t p = 0.9*0.6*0.275[KN/mm2]*145[mm]*20[mm] = [KN] DG4 Eq BOTTOM FLANGE (Haunch) Flexural yielding [KN*m] D DG16 Sec 2.5 s = 0.5*(b p *g) 1/2 = 0.5*(145[mm]*65[mm]) 1/2 = [mm] DG16 Table 3-2 p f = min(p f, s) = min(40[mm], [mm]) = 40[mm] DG16 Table 3-2 Y p = b p /2*(h 1 *(1/p f ) + h 2 *(1/s)) + 2/g*(h 1 *(p f *p b ) + h 2 *(s * p b )) + g/2 = 145[mm]/2*(459.37[mm]*(1/40[mm]) [mm]*(1/ [mm])) + 2/65[mm]* (459.37[mm]*(40[mm] *70[mm]) [mm]*( [mm] *70[mm])) + 65[mm]/2 = [mm] DG16 Table 3-3 M pl = F yp *t 2 p *Y p = 0.275[KN/mm2]*20[mm] 2 * [mm] = [KN*m] DG16 Sec 2.5 IsFlushConnection True r = 1.25 DG16 Sec 2.5 M n = b *M pl / r = 0.9*389.99[KN*m]/1.25 = [KN*m] DG16 Sec 2.5 No prying bolt moment strength [KN*m] D DG16 Sec 2.5 M np = 2*P t *( d n ) = 2*137.2[KN]*(840.35[mm]) = [KN*m] DG16 Sec 2.5 M n = *M np = 0.75*230.59[KN*m] = [KN*m] DG16 Sec 2.5 Bolts shear [KN] D Eq. J3-1 R n = 4 * ( *F nv *A b ) = 4 * (0.75*0.375[KN/mm2]*245[mm2]) = [KN] Eq. J3-1 Connector bolt bearing [KN] D Eq. J3-6 L c-end = max(0.0, L e - d h /2) = max(0.0, 40[mm] [mm]/2) = [mm] Sec. J4.10 L c-spa = max(0.0, s - d h ) = max(0.0, 70[mm] [mm]) = [mm] Sec. J4.10 R n = *(min(k 1 *L c-end, k 2 *d) + min(k 1 *L c-spa, k 2 *d)*(n - 1))*t p *F u * n c = 0.75*(min(1.2* [mm], 2.4*20[mm]) + min(1.2* [mm], 2.4*20[mm])*(2-1))*20[mm]* 0.415[KN/mm2]*2 = [KN] Eq. J3-6 Shear yielding [KN] D DG4 Eq R n = *0.6*F yp *b p *t p = 0.9*0.6*0.275[KN/mm2]*145[mm]*20[mm] = [KN] DG4 Eq R n = *0.6*F yp *b p *t p = 0.9*0.6*0.275[KN/mm2]*145[mm]*20[mm] = [KN] DG4 Eq Beam Web weld shear strength [KN] D Eq. J2-4 F w = 0.6*F EXX = 0.6* [KN/mm2] = [KN/mm2] Sec. J2.4 A w = (2) 1/2 /2*(D/16)*[in]*L = (2) 1/2 /2*(4/16)*[in]*112.6[mm] = [mm2] Sec. J2.4 R n = 2 * ( *F w *A w ) = 2 * (0.75* [KN/mm2]*505.59[mm2]) = [KN] Eq. J2-4 Web weld strength to reach yield stress [KN/m] D Eq. J4-1, Eq. J2-4 R n = *F y *t w = 0.9*0.275[KN/mm2]*6[mm] = 1485[KN/m] Eq. J4-1 LoadAngleFactor = *(sin( )) 1.5 = *(sin( )) 1.5 = 1.5 p. 8-9 F w = 0.6*F EXX *LoadAngleFactor = 0.6* [KN/mm2]*1.5 = [KN/mm2] Sec. J2.5 R w = 2 * ( *F w *(2) 1/2 /2*D/16[in]) = 2 * (0.75* [KN/mm2]*(2) 1/2 /2*4/16[in]) = [KN/m] Eq. J2-4

5 Shear yielding [KN] D Eq. J4-3 A g = L p *t p = 257.2[mm]*6[mm] = [mm2] Sec. D3-1 R n = *0.60*F y *A g = 1*0.60*0.275[KN/mm2]*1543.2[mm2] = [KN] Eq. J4-3 TOP FLANGE Flange weld capacity [KN] D Eq. J2-4 LoadAngleFactor = *(sin( )) 1.5 = *(sin( )) 1.5 = 1.5 p. 8-9 F w = 0.6*F EXX *LoadAngleFactor = 0.6* [KN/mm2]*1.5 = [KN/mm2] Sec. J2.5 A w = (2) 1/2 /2*(D/16)*[in]*L = (2) 1/2 /2*(4/16)*[in]*214.6[mm] = [mm2] Sec. J2.4 R n = *F w *A w = 0.75* [KN/mm2]*963.58[mm2] = [KN] Eq. J2-4 BOTTOM FLANGE Flange weld capacity [KN] D Eq. J2-4 LoadAngleFactor = *(sin( )) 1.5 = *(sin( )) 1.5 = 1.5 p. 8-9 F w = 0.6*F EXX *LoadAngleFactor = 0.6* [KN/mm2]*1.5 = [KN/mm2] Sec. J2.5 A w = (2) 1/2 /2*(D/16)*[in]*L = (2) 1/2 /2*(4/16)*[in]*214.6[mm] = [mm2] Sec. J2.4 R n = *F w *A w = 0.75* [KN/mm2]*963.58[mm2] = [KN] Eq. J2-4 Beam haunch Yielding strength due to axial load [KN] D Eq. J4-1 R n = *F y *A g = 0.9*0.275[KN/mm2]*711.2[mm2] = [KN] Eq. J4-1 Compression strength [KN] D Eq. J4-6 r = t p /(12) 1/2 = 7[mm]/(12) 1/2 = [mm] Sec. E2 K*L/r> *559.02[mm]/ [mm]>25 True F e = PI 2 *E/(K*L/r) 2 = PI 2 *205[KN/mm2]/(0.65*559.02[mm]/ [mm]) 2 = [KN/mm2] Eq. E3-4 F e >=0.44*Q*F y [KN/mm2]>=0.44*1*0.275[KN/mm2] False F cr = 0.877*F e = 0.877* [KN/mm2] = [KN/mm2] Sec. E7 A g = L p *t p = 101.6[mm]*7[mm] = 711.2[mm2] Sec. D3-1 P n = *F cr *A g = 0.9* [KN/mm2]*711.2[mm2] = [KN] Eq. J4-6 Flange weld capacity [KN] D Eq. J2-4 LoadAngleFactor = *(sin( )) 1.5 = *(sin( )) 1.5 = 1.5 p. 8-9 F w = 0.6*F EXX *LoadAngleFactor = 0.6* [KN/mm2]*1.5 = [KN/mm2] Sec. J2.5 A w = (2) 1/2 /2*(D/16)*[in]*L = (2) 1/2 /2*(4/16)*[in]*211.4[mm] = [mm2] Sec. J2.4 R n = *F w *A w = 0.75* [KN/mm2]*949.21[mm2] = [KN] Eq. J2-4 Web weld capacity [KN] D Sec. J2.4, Eq. J2-9 F w = 0.6*F EXX = 0.6* [KN/mm2] = [KN/mm2] Sec. J2.4 A w = (2) 1/2 /2*(D/16)*[in]*L = (2) 1/2 /2*(4/16)*[in]*500[mm] = [mm2] Sec. J2.4 R wl = 2 * ( *F w *A w ) = 2 * (0.75* [KN/mm2]* [mm2]) = [KN] Eq. J2-9 Local flange bending [KN] D Eq. J10-1 IsMemberEnd False R n = *6.25*t 2 f *F yf = 0.9*6.25*8.4[mm] 2 *0.275[KN/mm2] = [KN] Eq. J10-1 Local web yielding [KN] D Eq. J10-2 IsBeamReaction False N = N = 7[mm] Sec. J10-2 IsMemberEnd False R n = *(5*k + N)*F yw *t w = 1*(5*16[mm] + 7[mm])*0.275[KN/mm2]*6[mm] = [KN] Eq. J10-2 Web crippling [KN] D Eq. J10-4

6 IsBeamReaction False N = N = 7[mm] Sec. J10-2 R n = *0.80*t w 2 *(1 + 3*(N/d)*(t w /t f ) 1.5 )*(E*F yw *t f /t w ) 1/2 = 0.75*0.80* 6[mm] 2 *(1 + 3*(7[mm]/257.2[mm])*(6[mm]/8.4[mm]) 1.5 )*(205[KN/mm2]*0.275[KN/mm2]*8.4[mm]/ 6[mm]) 1/2 = [KN] Eq. J10-4 Support TOP FLANGE Flexural yielding [KN*m] D DG4 Eq. 3.20, Sec , DG4 Eq c = p f0 + p fi + t bf = [mm] + 40[mm] + 8.4[mm] = [mm] DG4 Table 3.4, AISC Table 6.5 s = 0.5*(b p *g) 1/2 = 0.5*(101.6[mm]*65[mm]) 1/2 = [mm] DG16 Table 3-2 Y c = b cf *(h 1 /s) + 4/g*(h 1 *s) = 101.6[mm]*(458.8[mm]/ [mm]) + 4/65[mm]*(458.8[mm]* [mm]) = [mm] DG16 Table 3-2 M n = F yc *Y c *t 2 cf = 0.275[KN/mm2]* [mm]*7[mm] 2 = [KN*m] DG4 Eq. 3.20, Sec M n = *M n = 0.9* [KN*m] = [KN*m] DG4 Eq Support bolt bearing [KN] D Eq. J3-6 L c-end = max(0.0, L e - d h /2) = max(0.0, 1E303[mm] [mm]/2) = 1E303[mm] Sec. J4.10 L c-spa = max(0.0, s - d h ) = max(0.0, 0[mm] [mm]) = 0[mm] Sec. J4.10 R n = *(min(k 1 *L c-end, k 2 *d) + min(k 1 *L c-spa, k 2 *d)*(n - 1))*t p *F u * n c = 0.75*(min(1.2*1E303[mm], 2.4*20[mm]) + min(1.2*0[mm], 2.4*20[mm])*(1-1))*7[mm]*0.415[KN/ mm2]*2 = [KN] Eq. J3-6 BOTTOM FLANGE Flexural yielding [KN*m] D DG4 Eq. 3.20, Sec , DG4 Eq c = p f0 + p fi + t bf = [mm] + 40[mm] [mm] = [mm] DG4 Table 3.4, AISC Table 6.5 s = 0.5*(b p *g) 1/2 = 0.5*(101.6[mm]*65[mm]) 1/2 = [mm] DG16 Table 3-2 Y c = b cf /2*((1/s)*(h 1 + h 2 )) + 2/g*(h 1 *(s *p b ) + h 2 *(s *p b )) + g/ 2 = 101.6[mm]/2*((1/ [mm])*(459.37[mm] [mm])) + 2/65[mm]*(459.37[mm]*( [mm] *70[mm]) [mm]*( [mm] *70[mm])) + 65[mm]/2 = [mm] DG16 Table 3-3 M n = F yc *Y c *t 2 cf = 0.275[KN/mm2]* [mm]*7[mm] 2 = [KN*m] DG4 Eq. 3.20, Sec M n = *M n = 0.9* [KN*m] = [KN*m] DG4 Eq Support bolt bearing [KN] D Eq. J3-6 L c-end = max(0.0, L e - d h /2) = max(0.0, 70[mm] [mm]/2) = [mm] Sec. J4.10 L c-spa = max(0.0, s - d h ) = max(0.0, 70[mm] [mm]) = [mm] Sec. J4.10 R n = *(min(k 1 *L c-end, k 2 *d) + min(k 1 *L c-spa, k 2 *d)*(n - 1))*t p *F u * n c = 0.75*(min(1.2* [mm], 2.4*20[mm]) + min(1.2* [mm], 2.4*20[mm])*(2-1))*7[mm]* 0.415[KN/mm2]*2 = [KN] Eq. J3-6 Panel web shear [KN] D Sec. J10-6, Eq. J10-9 P c = *F y *A = 1*0.275[KN/mm2]*3160[mm2] = 869[KN] Sec. J10-6 IsPanelZoneDeformationConsidered = IsPanelZoneDeformationConsidered = False Sec. J10-6 P r <=0.4*P c 0[KN]<=0.4*869[KN] True R n = *0.60*F y *d c *t w = 0.9*0.60*0.275[KN/mm2]*305.1[mm]*5.8[mm] = [KN] Eq. J10-9

7 Local web yielding [KN] D DG4 eq IsBeamReaction False N = N = 8.4[mm] Sec. J10-2 IsMemberEnd False R n = *1*(6*k + N + 2*t p )*F yw *t w = 1*1*(6*14.6[mm] + 8.4[mm] + 2*20[mm])*0.275[KN/ mm2]*5.8[mm] = [KN] DG4 eq Top web bearing [KN] D Eq. J10-4 IsBeamReaction False N = N = 8.4[mm] Sec. J10-2 R n = *0.80*t 2 w *(1 + 3*(N/d)*(t w /t f ) 1.5 )*(E*F yw *t f /t w ) 1/2 = 0.75*0.80* 5.8[mm] 2 *(1 + 3*(8.4[mm]/305.1[mm])*(5.8[mm]/7[mm]) 1.5 )*(205[KN/mm2]*0.275[KN/mm2]*7[mm]/ 5.8[mm]) 1/2 = [KN] Eq. J Critical strength ratio NOTATION A: Column cross-sectional area A b: Nominal bolt area A g: Gross area A w: Effective area of the weld b cf: Width of column flange b fb: Beam flange breadth b p: Plate width N: Bearing length C 2: Edge distance increment c: Vertical bolt spacing d: Nominal bolt diameter d bmax: Maximum bolt diameter d h: Nominal hole dimension d: Beam depth d c: Column depth D: Number of sixteenths of an inch in the weld size E: Elastic modulus F cr: Critical stress, flexural stress buckling F e: Elastic critical buckling stress F EXX: Electrode classification number F nt: Nominal tensile stress F nv: Nominal shear stress F u: Specified minimum tensile strength F w: Nominal strength of the weld metal per unit area F y: Specified minimum yield stress F yc: Specified minimum yield stress of column material F yf: Specified minimum yield stress of flange F yp: Specified minimum yield stress of plate F yw: Specified minimum yield stress of web g: Transversal gage between bolts g max: Maximum bolt gage g min: Minimum bolt gage IsBeamReaction: Is beam reaction IsMemberEnd: Is member end IsPanelZoneDeformationConsidered: Is panel zone deformation considered on frame stability K: Effective length factor k 1: Bearing factor k 1c: Distance from column web centerline to flange toe of fillet k 2: Bearing factor k: Distance from outer face of flange to the web toe of fillet k: Outside corner radius L: Length L c-end: Clear distance L e: Edge distance L emax: Maximum edge distance

8 L emin: Minimum edge distance L p: Plate length L: Length of weld LoadAngleFactor: Load angle factor M n: Nominal moment M np: No prying moment M pl: End plate or column flange flexural strength e dmin: Minimum edge distance n: Bolts rows number N: Bearing length n c: Number of bolt columns p b: Pitch between the inner and the outer row of bolts P c: Available axial compressive strength p f0: Distance from the inside of a beam tension flange to the nearest outside bolt row p fi: Distance from the inside of a beam tension flange to the nearest inside bolt row p fmin: Minimum distance from the inside of a beam tension flange to the nearest inside bolt row P r: Required axial stress P t: Bolt tensile strength : Design factors b: Design factor for bending M n: P n: R n: R n: R w: Design or allowable strength Design or allowable strength Design or allowable strength Design or allowable strength per unit length Fillet weld capacity per unit length R wl: Longitudinal fillet welds capacity Q: Prying action coefficient r: Radius of gyration s: Distance from the most inside or outside tension bolt row to the edge of a yield line s min: Minimum spacing s: Longitudinal bolt spacing L c-spa: Distance between adjacent holes edges t p: Thickness of the connected material T b: Minimum fastener pretension t bf: Thickness of the flange t cf: Thickness of the column flange t f: Thickness of the loaded flange t p: Plate thickness t w: Web thickness t wb: Thickness of beam web : Load angle w min: Minimum weld size required w: Weld size Y c: Column yield line mechanism parameter Y p: Yield line mechanism parameter p f: Distance from the bolt centerline adjacent the beam tension flange to the near face of the beam tension flange h 1: Distance from the compression side of the beam to the farthest inner load-carrying bolt line h 2: Distance from the compression side of the beam to the second farthest inner load-carrying bolt line d 1: Distance from the center of the beam compression flange to the farthest inner load-carrying bolt centerline d 2: Distance from the center of the beam compression flange to the second farthest inner load-carrying bolt centerline r: Load factor to limit connection rotation at ultimate moment to 10% of simple span rotation IsFlushConnection: Is flush connection d n: Sum of all distances from centerline of compression flange to the nth bolt row Q maxi: Maximum possible prying force for interior bolts w': Width of end-plate per bolt minus the bolt hole diameter a i: Distance from the interior bolt centerline to the prying force F i': Flange force per bolt at the thin plate limit when calculating Qmaxi for end-plate configurations with large inner pitch distances M q: Connection strength for the limit state of bolt fracture with prying action ThinPlateYieldingApply: Thin plate behavior controlled by end-plate yielding apply ThickPlateSmallerBoltsBehaviorApply: Thick plate behavior controled by bolt rupturwe without prying action apply t preq: Required plate thickness discr: Discriminant under the root sign for the calculation of Qmaxi, Qmaxo M np: Moment strength of the plate for the limit state of flexural yielding

9 bmpl: M q: Moment strength of the bolt group for the limit state of bolt rupture without prying action Moment strength of the bolt group for the limit state of bolt rupture with prying action

PROFILE SIZES: CONNECTION FORCES BEAM : UB254X146X43 CONNECTION DETAIL: D b = mm W b = mm T b = mm t wb = 7.30 mm r b = 7.

PROFILE SIZES: CONNECTION FORCES BEAM : UB254X146X43 CONNECTION DETAIL: D b = mm W b = mm T b = mm t wb = 7.30 mm r b = 7. PROFILE SIZES: BEAM : UB254X146X43 D b = 259.60 mm W b = 147.30 mm T b = 12.70 mm t wb = 7.30 mm r b = 7.60 mm COLUMN : UC254X254X73 D C = 254.00 mm W c = 254.00 mm T C = 14.20 mm t wc = 8.60 mm r C =