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. . <br /> GRT rnT Ot�A wow <br /> : PSLn ----7. ,,,..... ,p <br /> 2Ptsof1374" x91/2" 2.0EP DESIGN <br /> &rites C <br /> rdeeamCAMl 6.05 sirris':iusr; ico2Ck='ct7' �T t.yKG; � �`�F 7' ` �d-� t GT <br /> se,:2 SritOvi resS: i THIS PRODUCT MEETS OR <br /> ��': Et>�stie Yet��ic;<c-.'.`.`.i2 i A 1 � �� �'��'� <br /> CONTROLS FOR THE APPLICATION AND LOADS LISTED <br /> member 0112 Roof 54fliaeli<12i <br /> ,t--- ''ii 't -----4---5'6----1--- `1-_"-...c+ Conceptual. <br /> �-iti�;#i=n`�i4=A3'c iris#tA�'IZbI'f��3t. <br /> LOADS_ <br /> Analysis is for a Drop Beam`Member. Tributary Load Width. ' :r DeadPrimary Load Group-Roof(psi): ut- <br /> 40.0 Live at 125%datien, <br /> 1r«�pcai•�acss: <br /> Typet <br /> Cass iwe Dead Location Application <br /> Uniform(Plf) Roof(1.25) 80.0 30.0 0 To 9" Adds To <br /> i col.t.25 r=.er a r. 25511 5 ,9.'To 1 1'8" Adds Tc <br /> Point(lbs) Roof(125) 0 3435 9- - <br /> SUPPORTc' .�> :mit Other <br /> )n heating Jeri Reactions&lbs <br /> Width Length LiveiDeaditipli'':ota€ <br /> 48912894/0/3383 L More <br /> 1 Wood column 5.25e 525" _ .r,,,,, ew Mfr_.-+A <br /> 2 Wood column 5.2 ' 5.25' 3'151,._n74 10 .� =5 No'e <br /> 3 Wood column 5.25' 5. ' ;12:G;01 435-3 L N .n. <br /> 4 Wood column 5:25" 525" 913/2931011207 <br /> L5 None <br /> -See TJ SPEC)F}ER'S}BiiiLDERE,Giiiut.to; ail( ).L5 <br /> DESIGN CONTROLS: Location <br /> P.1 x - <br /> i -->_ Design ControlControl <br /> Shear(lbs.) 2346 <br /> 1835 81135 Passed(23%) U.end Span 2 under Root AO.f\(ENTi span luat::ng <br /> Moment(Ft-Lbs) -2434 -434 1633-21 Paw-. MID Span pan 1 under Roof ADJACENT span loading <br /> LiveLLQ" -;;�;ii el 0,i rc1 passed( 999+) MID Span 2 under Roof ALTERNATE span loading <br /> sDan(in) n 019 0275Passed(Lt -r) Mi:O Span 2 under Roof AL1ERFVA E span-•-ug <br /> -Deflection Criteria:STANDAR0(LL l O,T L:1124v). detailed otherwise- Proper aflach rd and Positioning of lateral <br /> ....(trip h-.tcm .must be braced et 2'8'at unless <br /> -Bracing --u-�=`u_�r;,�;,��tee,.-F Hca._L...�.., .,::. ••• .. <br /> bracing s required to ach!evntuber stability_ <br /> -The load eontfl�=�^^m 'r±this design analysis include alternate and adjacent <br /> member pattern loading. <br /> -Design assumes adequate continuous lateral support of the oompression edge. <br /> i <br /> OPERATOR ii O�I�kw`T.r-�€, <br /> PROJECT INFORMATION: TERRY MIKKELSON <br /> -rP _ NN.N o OF.Sl N <br /> 91M BA'TIl'ArlzTBA' ST <br /> BLAINE,MN 55449 <br /> phone-733-780-8904 <br /> Fax :763-780-8Wb <br /> DFPP[ANNINGDESIGNQV ISI_COM <br /> 2 b '4roo ::t; a 4ieyarh..w.i?z i3ti inas•a <br /> Parallame is-2 <br /> � <br /> aregistered trademark of Trus Joist. <br />