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71-178 <br />General Inrortnation <br />Section Name 2a12 <br />Beam Width <br />Beam Deplh <br />Member Type <br />Load Duc Facror <br />Beam End Ffxity <br />Center <br />left Cantilever <br />Right Canlilever <br />brock BVI1 <br />�o <br />1.500 in <br />112501n <br />Sawn <br />1.000 <br />Pin•Pin <br />IS <br />DL <br />DL <br />OL <br />Titla : <br />Dspnr: <br />Oa�cNptlon : <br />Scopa: <br />General Timber Beam <br />Job M <br />DaN: 9:48AM, 1 JUL 17 <br />Calculationa are daelpnW to 1997 NDS and 1997 UBC <br />Center Spen <br />Left Centilever <br />Right Cantilever <br />Hem Fir, No.2 <br />Fb Besa Allow <br />Fv Allow <br />Fc Aliow <br />E <br />60.00 N!N ll <br />MIR LL <br />#/ft LL <br />12.00fl .....Lu <br />tt .....Lu <br />ft .....Lu <br />850.0 psl <br />75.0 psl <br />405.0 psi <br />1,300.0 ksl <br />�� <br />75.00 Nlft <br />M/fl <br />NIR <br />Span= 12.00fl, Beam Widlh = 1.5001n x Deplh = 17.25in, Ends are P(n-Pin <br />Max Stress Ralio 0.955 ; � <br />Maximum Moment 2.4 k-tt Maximum Shear' 1.° <br />Aliowable 2.5 k-ft Allowable <br />Maz. Positive Momant 2.43 k-fl al 6.000 R Sheer. <br />Maz. Negalive Momenl 0.00 k-ft at 0.000 fl <br />Maz @ Lefl SuppoA 0.00 k-ft <br />Max � Righl Support 0.00 k•R <br />Mez. M ailow Z•54 Reactions... <br />Po 921.60 psl N 67.06 ps� LeR DL <br />Fb 964.72 psl Fv 75.00 psl Right DL <br />Deflections <br />_ �� ��' <br />Center Span... pg�d.{,p�Q Tolal Load Lett C:.• <br />Cambar: <br />0.36 k <br />0.36 k <br />Deflection -0.121 in -0272 in Dc �� eclion <br />...Location 6.00Oft 6.00Oft ...Length/De0 <br />..LenglhlDefl 1,1902 528.99 RIBhtCmtllaver... <br />Cember ( using 1.5 • D.L. Defl )... Deliection <br />Q Center 0.181 in ...Length/Defl <br />Q LeR 0.000 in <br />@ Right 0.000 in <br />Bendln8 Analysis <br />Ck 37.776 Le <br />Cf 1.000 Rb <br />Q Center <br />(a� LeR SuppaA <br />Q Righl Support <br />Shear Analysis <br />Design Shear <br />Area Required <br />Fv: Allowable <br />Bearing � Supporta <br />Max. LeR Reaclion <br />Max. Right Reaction <br />2.059 R <br />11.178 <br />Mez Momenl <br />2.43 k•R <br />0.00 k•R <br />0.00 k-% <br />Q Lelt Support <br />1.03 k <br />13.738 in2 <br />75.00 psl <br />0.81 k <br />O.Bt k <br />Sbc 37.641 in3 <br />CI 0.981 <br />Sxx Ren'd <br />30.23 in3 <br />0.00 In3 <br />0.00 in3 <br />� Right Suppart <br />1.03 k <br />13.7381n2 <br />75.00 psi <br />Beenng Lengih Req'd <br />Bearing Lenglh Req'd <br />1.00 ft <br />0.00 ft <br />0.00 fl <br />Repetldve Member <br />� Left <br />� Right <br />@ Lefl <br />(� Center <br />@ Righl <br />Max <br />Mez <br />Page 1 <br />Beam Design OK ' <br />1.0 k <br />1.3 k <br />0.81 k <br />0.81 k <br />O.00Oin <br />0.181in <br />O.00Oin <br />0.61 k <br />0.81 k <br />0.000 (n 0.000 in <br />0.0 0.0 <br />O.00O in O.00O ln <br />0.0 0.0 <br />Area 1ti.B75 fn2 <br />Allowable Po <br />964.72 psi <br />977.50 psi <br />977.50 psi <br />1.3'3 in <br />1.333 in <br />:-� <br />\ <br />i���yL� <br />,� <br />