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SABCO CONSULTING ENGINEERS INC. Title: LEISTIKOW RESI�ENCE REMODEL Job M 201223 % <br /> Dsgnr. KHALED SABRA. PE Date: 1054AM. B NOV 12 <br /> 11322 34th. DRIVE S.E. DescriAtion:DESIGN MEETS THE 20091BC AND THE 2005 NDS <br /> EVERETT,WASHINGTON 98208 SPECIFICAriONS <br /> SABCOENGINEERS.COM Scope: SCOPE OF WORK�. 2 BEAMS <br /> Page 1 <br /> �P,. 580°°" General Timber Beam w��s��.�a�=��„�o�� <br /> Usur NW.060`Ai5 Ver580 1-0ec:COJ ` <br /> �q I59J:003 ENERCA�C F:�����ennp So!Mare <br /> Description ROOF BEAM AT KITCHEN AREA(ROOF FRAMING) <br /> General Information Code Ref: 1997/2001 NDS,20002003 IBC.2003 NFPA 5000 Bas-e allowables are user deGned ' <br /> 8.50 N . . . Lu 0 00 R <br /> Section Name MicroLam:5.25z7.25 Cenler Span n . . , . .Lu 090 ft <br /> BeamWidlh 5.250in Le%Canlilever n . .Lu OOOk <br /> Beam Depth 7250 in Righl Canlllever � � <br /> ManuflSo.Pine Truss Joist-MacMillan,MicroLam 1.BE W <br /> Member Type Fb Base Allow 2.600.0 psi <br /> 7.150 Fv Allow 285 0 psi <br /> LoadDucFactor FcAllow 750.Opsi <br /> Beam End Fizity Pin-Pin 1,800A ksi <br /> E <br /> Full Length Uniform Loads � <br /> Center DL 128.00#Ift LL 213,00 #� <br /> Left Cantilever DL rilft LL �/� <br /> Right Canlilever DL #IR LL <br /> - -- - - ----- - - . . . _ <br /> _.. .-- - -- - - - -� <br /> Summary Beam Design <br /> Span=8.50fl,Beam Width=5250in x Deplh=7.25in,Ends are Pin-Pin <br /> Max Stress Ratio �269 • � 22 k <br /> Maximum Moment 3.� k•n Maximum Shear' 1.5 �Z 5 k <br /> Allowable i�.5 k-n Allowable <br /> Shear: @L�nk 7.45k <br /> Max.Positive Momenl 3.08 k-ft al 4250 k @ Right 7.45 k <br /> Max. Negative Moment 0.00 k-R al 0.000 k <br /> Maz @ LeN Support 0.00 k-k Cambec @ LeR O.00Oin <br /> 0.00 k-ft @ Center 0.075in <br /> Max @ Right Support @ Right OAOOin <br /> Maz.Mallow >>46 Reactions... <br /> �p 803.52 psi N 57.11 psi Left DL 0.54 k Max 1.45 k <br /> 1.45 k <br /> Fb 2.990.00 psi Fv 327.75 psi Right DL 0.54 k Max ___ <br /> � <br /> Deflections Total Load <br /> " �ead Load Total Load Lett Cantilever Deatl Loatl <br /> Center Span... 0.000 in 0.000 m <br /> Detlection -0.050 in -0.133 in Detlection O O �� <br /> ._Localion 4250 fl 4250 ft ...LengthlOeB <br /> ...Lenglhl�efl 2,036.7 764.30 Right Cantilever... <br /> Deflectian 0.000 in 0.000 m <br /> Cam6er(using 1.5'D.L.Detl 0.075 in ...LengihlDetl 0.0 0 0 <br /> @ Center <br /> @ LeH 0.000 in <br /> @ Right 0,000 in <br /> Stress Calcs �'�'�� <br /> .,,_��.� <br /> Bending Analysis 45 ggp��3 Area 38.063 in2 <br /> Ck 79.899 Le 0.000 ft Sxz 0.000 <br /> �� 1.000 Rb 0.000 �� g%x Re 'd Allowable ib <br /> Max Moment �- p,gg0.00 psi <br /> 3.08 k•tt 12.36 in3 <br /> ,�_i�Center 0.00 in3 2.990A0 psi <br /> �LeR Support 0.00 k-ft p,og0A0 psi <br /> ` Fight Support 0.00 k�ft 0.00 m3 <br /> Shear Analysis @ Left Support @ Righl Supporl <br /> 2 17 k 2.17 k <br /> Design Shear 6.633 in2 6.633 in2 <br /> Area Required 327.75 si 327.75 psi <br /> Pv�.Allowable P <br /> Bearing @ Supporis � 45 k gearing Len9lh Req'd 0.368 in <br /> t.taa Left Reaction � 45 k gearing Length Req'd 0 36B m <br /> �.1ax. Right ReaUion <br /> �ti;; .. 9 �� --�- <br />