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Calculation: FISS column for GLB {1-3}
<br />Member Design per RISC 360 - Specificication for Steel Buildings
<br />Section
<br />PlOpel iles:
<br />Self -Weight:
<br />15.62 plf I
<br />Compression Limiting Slenderness:
<br />7.r:
<br />7,,�:
<br />18.5
<br />18.5
<br />).,r: 33.72
<br />7.,,: 33.72
<br />Non -slender Flange [Tabl,Bola C.,61
<br />Non -slender Web (TublIB4-1.C.e61
<br />A:
<br />b:
<br />4.30 in2
<br />5.00 ill
<br />b,nn,:
<br />hpnt:
<br />4.311 in
<br />4,311 in
<br />ly:
<br />Zy:
<br />16 i114
<br />7.61 in3
<br />Flexural
<br />Limiting Slenderness:
<br />It:
<br />5.00 in
<br />1,:
<br />16 in4
<br />Sy:
<br />6.41 in3
<br />X,, y:
<br />18.5
<br />18.5
<br />7`vf 26.97
<br />Compact Flange
<br />7.,r: 33.72 ivbx w.mc-a71
<br />Compact Flange
<br />tdu: 0.23 in Z,: 7.61 in3 1,: 1.93 ill
<br />b/tde,: 18.5 S,: 6.41 in3 J: 25.8 in4
<br />h/tact:
<br />18.5
<br />r.,:
<br />1.93 in
<br />C:
<br />10.5 1116
<br />)",;-,:
<br />)....... :
<br />18.5
<br />18.5
<br />v ,�: 58.28
<br />Compact Web h=b:•B,.,nc-iri
<br />).,,,,: 137.3
<br />Compact Web
<br />L,-,Ir,:
<br />YY.gb [w.em,]
<br />Layl ry:
<br />99.48 lame.n,i
<br />Flexurat
<br />Buckling tse<,. r;3J_
<br />F<:
<br />28.92 ksi, [Eq. E3 4)
<br />F,,,NS:
<br />24.25 ks1,[Eq_E3-2&63-31
<br />Slender Elements Adjustments [sect-Ezn:
<br />CI b:
<br />0.20 [Tnbic E7.Il
<br />cz.b:
<br />1.382 0'-q E7-4]
<br />Fcl,b:
<br />317.2 ksi, [Eq E7-51
<br />be:
<br />4.31 in
<br />C1t,:
<br />0,20 [Table E7. 11
<br />cz,l,:
<br />1,382 IEq. E7-41
<br />F<I,,:
<br />317.2 ksi, IEq. E7-51
<br />hc:
<br />4.31 in
<br />A,:
<br />4.3 IB2,[Sect. E71)
<br />Fc, s:
<br />N/A ksi, [Eq_E3-2&E3-31
<br />P„
<br />104.3 k, [Eq. E3-1, e7-11
<br />Pn/6).:
<br />62.44 k
<br />Yielding 1Alscsm D2,1:
<br />11,,: 215 k
<br />aaulutelg-$csec, D26r
<br />A„<t: 4.30 ill U: 1.00
<br />P 266.6 k
<br />Pn/O : 128.7 k
<br />-Axis Flexural Capacity:
<br />Yield in IC AISC sect . rZl:
<br />MP: 380.5 k-in
<br />[AISC2q. F7-1)
<br />Flange Local Buckling
<br />IAlsc sect Fzm:
<br />b) Mt,: N/A k-in
<br />[AISC Eq. F7-21
<br />be,: N/A in
<br />IAISCEq m-4]
<br />S<, : N/A in3
<br />c) M„ : N/A k-in
<br />[AISC Eq. F7-31
<br />Web Local Buckling
<br />tAlse sect Fz I.
<br />b)M,: N/Ak-in
<br />[AISCEgw-51
<br />Lateral'rorsional Buckling
<br />lmscs,,,.F7Ai:
<br />Cb: 1.00
<br />LF: 16.78 ft
<br />LAISC Eq F7-12]
<br />L,. 437.9 8
<br />[AISC Eq,F7-13]
<br />3, c)Mc: N/A k-in
<br />[AISC Eq. 177-08,F7-111
<br />Tn_x/4: 228
<br />k-in
<br />g-Axis Shear CaPBclty:
<br />k„ 5 [A1SC sect G2. It
<br />A,,.: 2.33 in2
<br />C,,: 1.00 [AISC Sm, G2 q
<br />Vn : 69.9 k [AISC Eq. G2-1]
<br />x/Q: 41.86 k
<br />Fc,: 30 ksi
<br />T,,: 315 k-in
<br />TrAl 188.6 k-in
<br />MP:
<br />380.5 k-in
<br />[AISC Eq. Fn11
<br />Flange Local Buckling
<br />tArse s<a_rzxt:
<br />b) M„ :
<br />N/A k-in
<br />[AISC Eq. F7-2)
<br />be,:
<br />N/A in
<br />tAISCEq. F7-41
<br />S,,:
<br />N/A ill'
<br />e) M„ :
<br />N/A k-in
<br />[AISC Fq. F7a]
<br />Web Local
<br />Buckling[AlSCs<t
<br />F7.l,
<br />b) M„ :
<br />N/A k-in
<br />[AISC Eq. F7-51
<br />Lateral Torsional Buckling
<br />IAISCS«t FT41:
<br />Cb:
<br />1.00
<br />LP:
<br />16.78 ft
<br />(AISC Eq_F7-12]
<br />L,.
<br />437.9 ft
<br />[AISC Eq. F7.13]
<br />b, c)M,,:
<br />N/Ak-in
<br />[AISC Eq. F7-0&F7-11)
<br />//62: ZZb k-lit
<br />is Shear Capacity:
<br />k„ 5 [AISC Sect@. 11
<br />A,,.: 2.33 h12
<br />C,.2: 1.00 [AISC sect G21]
<br />Vn : 69.9 k [AISC Eq. G2-11
<br />,M: 41.86 k
<br />13228 NE 20th St, Suite 100, Bellevue, WA 98005 1 (425) 614-0949
<br />Project: South Point Plaza Pg. No: C - 2
<br />Address: 10121 Evergreen Way N1 Gverett,WA 98204 Date: 6/27/23
<br />Client: SDI Architects, LLC Job No.: 23136
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