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Tuff S��d • 1 <br /> Truss . LO <br /> 1777 S Harris�n St JobName: 170-1089910 <br /> SU�t� 6od Designer: SJ <br /> I�en�er C(� 80210 Date: 02/20/17 10:04:41 <br /> ' Page: 1 of2 <br /> SPAN , PITC H Q T'�' OHL O�-IR C ANT L C ANT R PLYS SPAC ING WGT/PLY <br /> 20-0-0 6 /12 2 0-10-0 0-10-0 0-0-0 0-0-0 1 24 in 78 lbs <br /> 21 -8-0 <br /> -10-Q 10-0-0 10-0-0 Q-10-Q <br /> � <br /> 10-0-0 20-0-0 <br /> 4x6 - <br /> 6 <br /> 5 7 <br /> � <br /> 4 8 <br /> � <br /> 6 12 12 6 <br /> � d- 3 g <br /> 00 � <br /> � <br /> � 2 10 <br /> � <br /> � <br /> � <br /> o �� <br /> 3x6 - 3�6 - <br /> 1 <br /> � <br /> 2- - � <br /> 5x6 - <br /> 0-0-0 0-0-0 <br /> 20-0-0 <br /> 20-0-0 <br /> All plates shown to be Eagle 20 unless otherwise noted. <br /> Lo�dir�g (p�� �en��-�l CSI Summary D�ef��ction L/ �loc} �Ilo�ved <br /> TCLL : 25 Bldg Code : IRC 2015/ TC : 0.05 (21-1) Vert TL: 0 in L / 999 11 L / 180 <br /> TCDL : 10 TPI 1-2014 BC : 0.02 (12-13) Vert LL: 0 in L/ 999 11 L / 240 <br /> BCLL : 0 Rep Mbr Increase : Yes Web : 0.06 (6-16) Horz TL: 0 in <br /> BCDL : 10 Lumber D.O.L. : 115 % <br /> ��.�t10�1 S�]tI11�111�.ry <br /> Brg Combo Brg Width Max React Ave React Max Grav Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz <br /> 1 � 184 lbs 96 plf � -38 lbs -69 lbs -69 lbs 114 lbs <br /> l�ater��l S�mmar� �r��i�� S�rnmary <br /> TC HF #2 2 x 4 TC Bracing: Sheathed or Purli�s at 6-3-0, Purlin design by Others. <br /> BC I�F #2 2 x 4 BC Bracing: Sheathed or Purlins at 10-0-0, Purlin desigr�by Others. <br /> VVebs HF Stud 2 x 4 <br /> ���C�S SL� I11��'y <br /> �) �s truss has been designed for the effects of w��d loads in accordance withl�S CE7 - 10 with the following user defi��ed i��.put: 1151nph (Factored), Exposure C, Enclosed, Gable/Hip, <br /> Risk Category II, Ove�all Bldg Dims 20 ft x 20 ft, h= 15 ft, End Zone Tr�ss, Both end webs co�sidered. DOL= 1.60 <br /> 2) Unbalanced�oof live loads have not been considered. <br /> � � ���' ��I�'��S Sj��1�11��'�7 Table indicates: 1Vlember�, m� CS�, inax axia� force, (n� comp� force if different �iom max axial force). Only forces gteater than 3001bs are shown in t]Zis table. <br /> TC <br /> �C <br /> Web s <br /> 1'����s : <br /> 1) Unless n�ted atherwise, do not cut or alter any truss member or plate without prio� approval fro�1� a Professional En�eer. <br /> 2) Gable requ�res con�uous bottom cl�ord�earing. <br /> 3) Gable webs placed at 24 " OC, U.N.O. <br /> 4) At�ach gable webs with 2x4 20ga plates, U.N.O. <br /> 5) Bracir�g showi� is fo� in plane requiretnents. For out of-plane req�iremen�s, refer to �CSI-�3 published by the SBCA. <br /> 6) W11en this �russ has been chosen for quality assurance inspection, the Double Polygon Me�od per TPI 1-2007/Chapter 3 shall be used. <br /> 7) The fabrica�ion tolerance for t�us roof truss is 0 % (Cq= 1.00). <br /> 8) Creep has been considered �n the analysis of this lruss. <br /> 9) Listed wind uplift react�ons based on MWFRS & C&C loading. <br /> PI ate : 3 x6 - Pi ate : 2 x4 � PI ate : 2 x4 � PI �te : 2 x4 I <br /> � � � <br /> � � � <br /> F � � � I I <br /> � � � � I I � � � <br /> I i I � I i <br /> I I I I I I <br /> - - - - - - - - - - - - ' I ; I ' I <br /> � i � i � i <br /> - - - - - - - - - - - I I I I I I <br /> I I I I I I <br /> � 3-4 —� An gle:0 d eg An gle :90 deg An gle:90 deg An gle :90 deg <br /> ALL PERS ONS FABRICATING, HANDLING, EREC'TING OR INS TALLING ANYTRUS S BASED UPON TI�S TRUS S DESIGN DRAVVING ARE INSTRUCTED � REFER TO ALL TrueB uildOO Software v5.5.2.231 <br /> OF THE INSTRUCT�ONS, LIMITATIONS AND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITHTHIS DESIGN AND Eagle Metal Products <br /> AVAILAB LE F ROM EAGLE UP ON REQUES T. DES I GN VALID ONLY WHEN EAGLE METAL C ON1�1EC TORS ARE US ED. Dall as, TX 7 5 2 3 4 <br />