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. � . � Job Name: HEIDORN Truss ID: G28 Qt : 6 JID: 329890 BRG X-LOC REACT SIZE REQ'D TC 4x2 SPF #1/#2-CAN + + + + + + + + + + + + + + + + + + + + + + ----------LOAD CASE #1 DESIGN LOADS ---------------- 1 0- 2-12 1001 5.50" 1.50" BC 4x2 SPF C1650F1.SE � For floor applications (not roofs), 2x6 min. Dir L.PIf L.Loc R.PIf R.Loc LL/TL 2 21-10- 7 1211 2.62" 1.50" 4x2 SPF #1/#2-CAN 13-15 strongback bridging, or cross b n dging (per TC Vert 66.67 0- 0- 0 66.67 21-11-12 0.80 BRG REQUIREMENTS shown are based ONLY WEB 4x2 SPF STI1D-CAN ANSI/TPI), is required at 10' O.C. or less. BC Vert 6.67 0- 0- 0 6.67 21-11-12 0.00 on the truss material at each bearing 2-4x2 SPF STUD-CAN 2-14, 12-19 + + + + + + + + + + + + + + + + + + + + + + .Type... lbs X.Loc LL/TL Brg React Uplift Req'd Size 11-20, 12-20 Ribbon blocks have not been designed to TC Vert 180.0 2- 2-12 0.73 1 1001 0 1.50" Plating spec • ANSI/TPI - 1995 support the point load(s) shown. TC Vert 420.0 20- 2- 4 0.73 2 1211 0 1.50" NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. They may be attached with (4)lOd nails. THIS DESIGN IS THE COMPOSITE RESULT OF Loads at the truss ends must be applied MULTIPLE LOAD CASES. directly to the chord. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY MAX DEFLECTION (sPan) : GIRDERS. IF Z.5" GUN NAILS ARE USED, THE L/673 MEM 16-17 (LIVE) LC 1 HANGERS MUST BE RE-EVALUATED (BY OTHERS). L= -0.38" D= -0.15" T= -0.54" CRITICAL MEMBER FORCES: . TC COMP.(DUR.)/ TENS.(WR.) CSI . 1-2 / 0(1.00) 0.19 2-3 -1353 1.00/ 0.24 3-4 -3051 1.00/ 0.45 4-5 -3051 1.00/ 0.48 S-6 -3441 1.00/ 0.57 6-7 -3aai 1.00/ o.ss Panel Lengths • 7-8 -2500 1.00/ 0.40 e-9 -zsoo 1.ao/ o.ao Std = 2-5-4 9-1a -zsoz 1.00/ o.z7 1-2 1-10-4 2-3 2-4-8 io-ii -isaa 1.00/ o.� 9-10 1-5-0 10-11 1-3-8 11-12 � / 0(1.00) 0.09 11-12 1-5-12 BC COMP.(DUR.)/ TENS. DUR. CSI 13-14 / 1300 1.00 0.41 14-15 / 2344 1.00 0.74 15-16 / 2344 1.00 0.48 N N N N N N N N N � N 16-17 / 3399 1.00 0.70 � r O � O Q O � O � Q � � 17-18 / 3124 1.00 0.66 � N � N r O is-is � i9ai i.00 o.se L�E TRU �25 F �EPAI �TAIL r � 0 19-20 / 1281 1.00 0.25 N N N V f. O1 � N n N (V � N YB COMP. WR. / TENS.(W0..) CSI 2"� T 1-13 66 1.00/ 0.02 � 1 2-13 -1599 1.00/ o.as 7_2_�_2� 2-14 / 589(1.00) 0.15 3-14 -ll39(1.00)/ 0.35 3-16 / &17(1.00) 0.40 4-16 -165 1.00/ o.oa � 2 3 4 5 6 7 8 9 10 11 12 5-16 -397 1.00/ 0.72 5-17 / 46(1.00) 0.02 � 6-17 -164(1.00)/ 0.04 �-v / sez<i.00) o.ia W4X4 �-ia -�ia�i.00)/ o.zz 9-18 -1411.00)/ o.oa 180# W3X4 W3X4 W1.5X3 420# W3X4 10-18 / 762(1.00) 0.38 io-i9 -aas<i.00>/ o.z3 W1.5X3 W4X8 W3X8 W1.5X3 W1.5X3 W=W3X4 W4X 11-19 / 612(1.00) 0.15 11-20 -1718<1.00)/ 0.22 12-20 58(1.00)/ 0.01 �- '� � -0 W3X8 W=W3X6 W3X6 W3X8 W3X6 W1.5X3TIE W4X6 W3X6 W4X6 81 B2 W:508 ��•�� R:1OO� N N N o � N N � � N Fl HF:iti�;Ii�`K;kk�`C�(F�1" I'�.a[�I�WIS PL�r1,'+1.SI�E. U: � � 4 � ' � Q N � O � �(CF'1C r\TI�I"{t C1R R�:Pf)R�I'lti�1J PRFP4RE 1) c� c4 '� r1 u� a �n n � o �V'Pt1F:C)RI:�Uk:€2��i}�ll1R�C'TSI,PE:R�7Slfi1 13 14 15 16 17 18 �19 20� � .��Ha�[�I.ani.a�L[.� �ti•:�:�4 �:�r:�x�•r�O- 1 21-11-12 F�S*,1O'V,i[.�v(�ItiE�;RL�\FE �HES• � {)F"i'F1�ti7'rt't'�t3"�C[� 'E ....,....�., .. . ................„...........>.,�............ �" OT'1',I.1Y�Lk�:R All connector plates are Truswal 20 ga.unless preceded by"W}or Wave 20 ga. "HS"for HS 20 a.,"S"Tor SS 18 ga.}rom AI Ine; ��'-� KE:ClS'1'R.>'CCO\\E).2iE3�(t TRUS PLUS 6.0 VER: T6.5.52 ��ee�.s are p��ioned�as shown bove.tShitt gable a ud plates�toavoid ovaA�apJwith structu�n�tes(w s�tapiej�and�alae �/e�♦/n007 L 1 L 147 - A.8.C. MoqMN�ose Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: STONEWOOD � ( Thia deeign ie for an iMividual building componeM rat iruee eyatem. It has been based on specilicatioire provitlsd by ihe componeM menWacturer WO• Dri ve_SJn72859f_L00005_J00001 and done in axordance wNh the curtent veraione oi TPI and AFPA deeign atandarda.No responaibility ie aeeumed lor dimeneionel exurecy.Dimeneione � arelobevenliedb thecom nenimanufacturerand/orbuildi deei ner DS nr: MOB #LC = 2 WT: 120# Y Po rg g prior to labricatbn.The buildirg da•igner muel exeMin iMt lhe bede 9 T R U S W A L utilized on�his deaign meel or exceed iha loading imposed by�he bcal building cotle and Ihe particula�applicalion The denign eeaumea ihet Ihe�op cMrd TC Li ve 40.�0 PSf Du rFacs �=1.�� P=1.0� ie laterally braced by ihe rool or iloor aheathing and ihe bottom chord is Wteraly braced by a rigid ahenthirg materiel directly atlached,unleea otherwiae Rep Mb r Bnd 1.00 notetl. Bmcing ehown ia for lateral aupport ol crom y 9 � u P ,y TC Dead 10.00 �SYSTEMS �^�e m�„b�o� to reduce bucklin ien h.Thia com o�e�i eneu��be iaced in a Psf Rep Mb r Comp 1.00 environmern lhet will cauae ihe rtroiature conten�ol the wood to�ceed 19%aM/or cauae connector plate con�aion. Fabncate,Mndle,Inetell BC Li ve �.�� p5f arM braoe this truae in eecordance with the folbwing alarWarda:'Joirrt aM Cutti�g Detail Reports'aveilable ae output irom Truawal eoftware, REp Mb f Ten s 1.00 /l�Building Components Group,I�C. 'ANSIRPI 1','WTCA 1'-Wood Truae Council ol America Scandard Design Resporeibililiea,'BUILDINO COMPCNENT SAFETV INFORMATION'- BC DEdCJ 5.�� (JSf 0.C.Spaci ng 1- 4- � 9995 NorthparkOr.9fe.t02,Colo.Spgs„C080Bp7 (gpSl 143)and'BCSI SUMMARV SHEETS'by WTCA end 7PI.The Truas PW�e InatiWte(TPI)is located et 585 D'Onoldo Drive,Madleon, D851 Jfl Spec TPI Wieoonein 53719.Tha American Foreat and Paper/uaociation(AFPA)ie located at 1111 19th Street,NW,51e 800,Waehington,DC 20038. TOTAL 5 5.00 p5f DEFL RATIO: L/480 TC: L/48