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'L <br /> � SkBCO CONSULTING ENGINEERS INC. Title: LEISTIKOW RESIDENCE REMODEL Job#201223 <br /> � 11322 34th. DRIVE S.E. Dsgnr. KHALED SARRA. PE Date: 7�.55PM, 14 JUL 12 <br /> Description:DESIGN ME[TS THE 2009 IBC AND THE 20D5 NDS <br /> EVERETT,WASHINGTON 98208 SPECIFICATIONS <br /> SABCOENGINEERS.COM Scope: SCOPE OF WORK�. 2 BEAMS <br /> ar, •-a�ro� <br /> u;�- H�•:-acca�>��,5ao ,.o�_-:,�,_ General Timber Beam �,.<•,�.,,c�:������.•, <br /> :�K3?'003ENEFCALCEnp•neer�n35Clna�c ��.t,����� ���s <br /> Description BEAM AT MASTER BEDROOM(ROOF FRAMING) <br /> Generel information Code Ref 1957/2001 NDS, 2000�2003 IBC.2003 NFPA SOOD Base altowables are user def�netl <br /> ,- - --,�a.�-��-��s.y <br /> r _ ____. ,�,..,��. <br /> Section Name MicroLam:5.25a7.25 � Cenler Span 10 50 ft . . . .Lu ODD ft <br /> Beam Width 5250 in Lefl Cantilever ft . . . . .Lu 0.00 ft <br /> Beam Depth 7250 in Right Canhlever tt . . Lu 0.00 ft <br /> Member Type ManuVSo.Pine Tmss Joist-MacMillan.MicroLam 7,9 E <br /> Fb Base Allow 2.600D psi <br /> LoadDur. Factor 1.150 FvAllow 285Apsi <br /> �eam End Fxdy PimPin Fc Allow 750A psi <br /> E 1.900 0 ksi <br /> Full Length Uniform Loads _.-,� .Y,.__,-��,,,_.�.,.�,�,�I <br /> -� :,:,__, -- __.� - _ . _.. _ .__ . . <br /> rsasrr:.�.ys=z-s� :_�s. -""- ' <br /> Center DL 1�2A0 t!I(t J LL 288 00 #%ft <br /> Left Cantiiever DL #�ft LL #rf1 <br /> Righl Cantilever DL #�ft LL #�h <br /> 4; T Summary Beam Design OK <br /> f1u . <br /> Span= 10.50ft,Beam Width=5250in x Depth=7.25in, Ends are Pin-Pin <br /> Max Stress Ratio 0.553 ; � <br /> 6.3 k-R Maximum Shear' 1.5 3.6 k <br /> Maximum Moment 7�.5 k-fl Allowable iz s k <br /> Allowable <br /> Max.Posilive Momenl 6.34 k-ft al 5250 ft Shear. @ Lefl 2.41 k <br /> Max.Negative Momenl 0.00 k-fl at 0.000 ft @ Right 2.47 k <br /> Maz @ Left Support 0.00 k-N Camber @ LeR O.00Oin <br /> Max @ Right SuppoA O.OD k-ft @ Cemer 0.223in <br /> " 46 @ Right 0.000 in <br /> Max. M allow Reactions... <br /> (b 1,654.03 psi fv 95.17 psi Lek DL 0.90 k Max 2.41 k <br /> Fb 2,990.OD psi Fv 327.75 psi Righl DL 0.90 k __ Max_ _ 2.47 k_ <br /> - � -- - - - -----� - <br /> Deflections s..�,.;_;.,_.� <br /> ,_ z��,-s:G.0 mn= <br /> Center Span... Dcad Load Total Load LeR Cantilevec.. Dead Load Tolal Load <br /> Deflection -0.148 in -0.397 m Deflection OA00 in 0.000 in <br /> .. Low�ian 5250 fl 5250 ft _.LengthlDefl 0.0 0.0 <br /> Lenglh10efl 848.5 31Z27 Righl Canlilevec.. <br /> Camber( using 1.5'D.L.Defl)... Deflection 0.000 in OA00 in <br /> @ Center 0223 in ._LengthlDefl 0.0 0.0 <br /> @ Left 0.000 in � <br /> @ Right 0.000 in <br /> StfCSS CaICS <br /> :-�r�. <br /> Bending Analysis <br /> Ck 20 444 Le 0.000 fl Sxx 45.992 in3 Area 38.063 in2 <br /> Ct 1.000 Rb 0.000 CI 2414999 <br /> Max Moment Szz Re '�d Allowable ib <br /> �Center 6.34 k-It 25.44 in3 2.990.00 psi <br /> L� LeR Support 0.00 k-fl O.OD in3 2.990A0 psi <br /> @ Right Suppod <br /> OAO k-ft OAO in3 2.950 00 ps <br /> Shcar Analysis �Left Support @ Right Suppoit <br /> Uesign Shear 3.62 k 3.62 k <br /> Area Required 11.053 in2 11.053 in2 <br /> Fv.Allowable 327.75 psi 32775 psi <br /> Bearin�('a),Supports <br /> F.1ax LeK Reachon 2A1 k Bearing Length Rea�d U o1d 'n <br /> �.1ax R�nht Reac6on 2 a t k 6earmg Lenc�th Req'd 0 613 m <br /> J���� � �% 7 <br />