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3153-2 Upper Floor Framing Plan 40'-0" 19'-b" 4 52 2 cauc J24- - — — - - - - � a � � ° - � I SLAB ON CsRADE ( _ � z I 4"CONC.SLAB ON I ° CfJE vENT 15 RaW D s I 4"COMP.FILL LYP. u WITHIN 3'-0"OF �j EvER7 COR�IER u I BLOCK OUT SLAB I AT VENT � — — — — � — — — — — — — _ 4 — —1 � 2 LLm � I aN 14"X l"SCREENED H � I RIM JOIST vENTS (9)REQ'D I �OUND,4TION �4MINC� PL,4N � 66 66 l->, 1'��_ 2 2 �' : f` � . STrd1CNRAL ABLE iR1155 � � I I I I (� I � II { I o I I ..4 . �,/t 1� I Ir �� r . '�y w �' e d I I� ' , I I Q4:12 � 4:12 0 m F .°.. .... 0 I I" �N I� IIX � a 65 I�I o� �I�j 65 2 LL� g2 6 III 2 =a III 2 II'g 7JI lim SERIES I 6XI0 6XIm 3�0 �0 GL 3% �m�z GLB FLR J5T elb"oc. 6 � �I""►1 ��J{7�� U�'ER �LOOR fR�4Ml1� PL,4N �: � ` ' � ;,.��-- PLAN 3 '153/2 r--� ---' -�._.'--�r.•--i r-�`"'° � I�I L'�t t:i r=:�c'� '�! , 1 �,� �r �'^_.S . i=-% B�:-------------------- Mark Myers,PE Title: Job# Myers Engineering LLC Dsgnr: 3�06 50th St Ct NW,Ste 210-B Project Desc.: Gig Harbor,WA 98335 Project Notes: ph:253-858-3248 fx:253-858-3249 E-mail:m en ineer centu el.net ?nnteo:;4'�1AR 2C12,12:b3r��d WOOC� B@1111 ENERCALC;'!NG'f9$3-2pl1,Bu7d:8;11.9.9,Ver.6.1`t.9.9 t.��. - -• . _ Description: Patio Roof Beam Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method; Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination 20091BC&ASCE7-05 Fb-Compr 875psi Ebend-xx 1300ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ...1..725......S.._02875.......................................................................................... , D(0 ) ( ) r h� , y .,.,,�- � µ��... .,"Y.,� .aA: � .:� � ,..'�, . .��. ,�.<,„. ��± � .:;, �,��,r � �' e �'v"�3 �� , A a P � �y. � xy' M *�,.r.` $^yxy� .r,�'1T 3 "'.S'` 9#k*^^,�� ; i� �,* r�*�} �. � �, , 34A«.5.� � t„ ^,yT�,h � r�„� �i n,.24 ! 6x12 Span = 11.750 ft Applied L03dS Service loads entered.Load Factors will be applied for caiculatians. Uniform Load: D=0.1725, S=0.2875, Tributary Width=1.0 ft _ DESIGN SUMMARY ____...._._..._...._................................._.._.._.........._...._........._..._............._._...._ _...._......__._._.__........._....._._.. '' '�., iMaximum Bending Stress Ratio = 0.89� 1 Maximum Shear Stress Ratio = 0.317 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual - 785.81 psi fv:Actual = 53.84 psi FB:Allowable - 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+S+N Load Combination +D+S+H ; Location of maximum on span = 5.875ft Location of maximum on span = O.00Oft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ; ' Maximum Deflection Max Downward L+Lr+S Deflection 0.137 in Ratio= 1028 ' Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.219 in Ratio= 642 Max Upward Total Deflection 0.000 in Ratio= 0<240 __...._._ __.. __............._... ...._. _.._. _....._... _ .. ..._.._.. __ .... ... ........... .... .. .......... .. ... .................. �........ .... ......... ...._....... _........; Overall Maximum Deflections-Unfactored Loads Load Combination Span Ma�c.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.2194 5.934 0.0000 0.000 V81'tIC8)Re8Cti011S-U�feCtOr2d Support notation:Far left is#1 lues in KIPS Load Combination Support 1 Support 2 = Overall MAXimum 2.703 2.703 �. ;-�;,, c D Only 1.013 1.013 t `� '` �" S Only 1.689 1.689 � ^�• y °' D+S 2.703 2.703 �y"` � .�.--.� ' ��, L'� - � � ' ' �,�''L � �,,�.�s �, � ,G,�� , `F � �.�5'�s ��-�� " 4��,��;�'�� : ��.,��..W-.