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Calculation: Angle Design 11-11 <br /> Member Design per AISC 360-Specificication for Steel Buildings <br /> Section Pro erites: Self Weight: 6.6 pif I Compression Limiting Slenderness: <br /> A: 1.93 in 1x: 3 in lY: 3 in kSL: 16.0 4,SL: 12.77 Slender Leg <br /> Long Leg: 4 in SX: 1.03 in Sy: 1.03 in ALL: 16.0 4,LL: 12.77 Slender Leg <br /> [Table B4.Ia Case 31 <br /> Short Leg: 4 in rX: 1.25 in r3,: 1.25 in Flexural Limiting Slenderness: <br /> t: 0.25 in ZX: 1.82 in ZY: 1.82 in LSL: 16.0 �p,SL: 15.33 4,SL: 25.83 Noncompact Leg <br /> [Table B4.lb Case 12] <br /> b/t(LL): 16 J: 0.04 in4 Iz: 1.19 in XLL: 16.0 X,,LL: 15.33 4,LL: 25.83 Noncompact Leg <br /> b/t(SL): 16 Cµ,: 0.051 in Sz: 0.778 in <br /> V: 0 rc: 2.22 in rz: 0.783 in <br /> y bar: 1.08 in x bar: 1.08 in H: 0.63 <br /> yp: 0.241 in xp: 0.241 in Iµ,: 4.82 in <br /> rv: 1.58 in <br /> Flexural Capacity: Tension Capaci777 Compression Capacity: <br /> Flexure Laterally Unrestrained/Biaxial Bending Yieldin¢rAisc sect.D2.a1: Lc-W/rw: 49.36 <br /> Condition: Pn: 69.48 k Le-z/rz: 99.62 [Go-s] <br /> Yielding[AISC Sect.F10.11: Rupture rAISC sect.DIN: Flexural Buckling[sect.E31: <br /> Principal Axis MB,z: 42.01 k-in [AISC Eq.FIO-11 Act: 1.93 in Fe: 28.8 ksi,[Eq.E3-41 <br /> Geometric Axis M,,,X: 44.5 k-in [AISC Eq.F10-1] U: 1.00 Fc NS: 21.4 ksi,[Eq.E3-2&E3-3] <br /> Geometric Axis M,,,Y: 44.5 k-in [AISC Eq.F10-1] Pn: 111.9 k Torsional&Flexural Torsional Buckling[sect.E41: <br /> Lateral Torsional Buckling[AISC Sea.F10.21: Pn/92: 41.6 k b/t Check: 20.15 [Sect.E4] <br /> Cb: 1.00 Strong-Axis Shear Capacity: Note: Sect.E4 Analysis Not Req'd <br /> Condition: Short Leg in Compression k,: 1.2 [AISC Sea.G2.1] Slender Elements Adjustments[Sect.ET 11: <br /> ow: 0 [AISC Table C-F10.1] AW=bt: I in (Vert.Leg) C1,SL: 0.22 [Table E7.1] <br /> Mc,: 128 k-in b/t(LL): 16 Cz SL: 1.485 [Eq.E74] <br /> a)M.: 38.47 k-in [AISC Eq.FIO-21 Cv2: 1.00 [AISC Sect.G2.I] Fe1,SL: 50.62 ksi,[Eq.E7-51 <br /> b)M.: N/A k-in [AISC Eq.F10-3] Vn: 21.6 k [AISC Eq.G2-1] be,SL• 4.00 In <br /> Leg Local Buckling[AISC Sect.F10.31: Vn X/S2: 12.93 k CI,LL: 0.22 [Table E7.1] <br /> Condition: Toe in Compression Weak-Axis Shear Capacity: C2,LL: 1.485 (Eq.E74) <br /> Sc: 0.778 in kv: 1.2 [AISC Sect.G2.I] Fc1,LL: 50.62 ksi,[Eq.E7-51 <br /> b)M.: 40.9 k-in [AISC Eq.FIo-6] Ate,=bt: 1 in (Horz.Leg) be,LL: 4.00 in <br /> Fcr: 80.43 ksi b/t(SL): 16 Ae: 1.93 in2,[Sect.E7.11 <br /> C)M.: 62.57 k-in [AISC Eq.F10-7] Cv2: 1.00 [AISC Sect.G2.1] Fcr,S: 21.35 ksi,[Eq.E3-2&E3-3] <br /> `In: 21.6 k[AISC Eq.G2-11 Pi,: 41.21 k,[Eq.E3-1,E7-11 <br /> Mn,z/92: 23.0 k-in Vny/S2: 12.93 k Pn/92: 24.68 k <br /> Mn,x/S2: 24.49 k-in <br /> Mn,y/n: 24.49 k-in <br /> / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 <br /> / Project: Casino Road RTU Pg.No: B-2 <br /> AUE Address: 2525 Casino Road Everett,WA 98204 Date: 12/22/23 <br /> Client: Acco Engineered System Job No.: 23454 <br />