2015-01382 (new structure) - Laserfiche WebLink

Home Browse Search

_ Work Order: T56565 Customer: LYMAN LUMBER/CHAN Truss ID: B2 Qt : 4 Desc: COMMON enG x-i.oC nFaCr SIZE aEQ�n TC 2x4 3PF AS/#2-CAN Web bracinq requirad at aach location shonn. End verticals are deaiqnad for axial loada 1 0- 2-12 11a2 s.50^ 1.�9^ SC 2x4 SPF C1650&1.SE � Refar to SCSZ Por propar zaquired lateral only unlass notod othazviso. 2 16- 9- 4 1142 5.50�� 1.79'• qEB 2x3 SPF K3-CAN reatraint. For alternative reb bracing, Extensione abova or balo�+ the truss profile 2x4 SPF #3-CAN 6-1, 9-5 ee• ITWSCG's standard detaila. (if any) have baan d�siqned for loads 7'C P'OxcH nl¢. stm CSz 2x3 SPF *1/�2-CAN 7-3, 3-8 Deaiqned per ANSS/TPS 1-2007 indicated only. Horizontal loads applied at 1-2 155 0.03 0.28 0.31 Boarings daeiqn�d for an FcParp valu� of the Fabrication Tolasance = 16.08 tha end of the ext�naione have not bewn 2-3 -83a 0.01 0.2� 0.27 lesaer of the trvsa chord lumber value or Platinq ia based on quality control factora considered nnlesa shorn. A drop-leg to an 3-4 -834 0.01 0.27 0.27 925 for all baarings. Cq = 0.84 for aid� face and other�ris• unsupport�d vall may create a !-5 155 0.03 0.28 0.31 This desiqn doea not account for long term Cq = 0.94 for narro�v facs. hinqe effect that requires additional desiqn time dependent loadinq (creep). Suildinq Any alteratione to this are ahoNn for consideration (by others). BC FOACB AXL at7D csI Deeiqnez must account for this. individual joints on the Joint Report. tlPLIFT REACTZON{S) : 6-7 537 O.Oa 0.18 0.22 THIS DESIGN I3 THE COtQPO3ITE RE3IILT OF Refor to Joint QC Datail Sheat for Support Main Wind Non-Wind 7-B 395 0.03 0.16 0.19 MULTIPLE LOAD CASES. Maximum Rotational Tolerance used 1 -112 lb 8-9 537 0.04 0.18 0.22 Loaded for 10 PSF non-concurrent BCLL. IRC/IBC truas plata valuae are baaed on 2 -112 lb HORIZONTAL REACTION(S) : testinq and approval aa required by IBC 1703 This truss is designed uainq the Nse FonCs csx r28 TonCs Cst aupport 1 251 lb and ANSI/TPI and are raported in available ASCE7-05 iPind Spacification 1-6 -373 0.08 3-9 326 0.13 aupport 2 Y51 lb documenta as ER-1607 and SSR-1118. Sldq &nclosad = Yas, Importance Factor = 1.00 2-6 -898 0.59 C-8 2i6 0.19 20 psf bottom chord live load NOT required Trues Location = Not End Zoae 2-7 2<6 0.19 G-9 -898 0.59 on thie tzusa, par ISC/IAC rwquirements for Aurricana/Ocean Lina = No , Exp Cateqory = C 3-7 326 O.C3 5-9 -373 0.08 attics with limited etoraqe. Bldq Lenqth = 80.00 ft, Sldg Width = 40.00 ft !l�an roof height = 15.00 ft, mph - 90 ASC&7 II Standard Occupancy, Dead Load � 12.0 pat Dasiqnad as Ftain Wind Force Rasistinq Syatem - Lop-rise and Componente and Cladding Tributary Area = 34 eqft 4 7� 43-0� 4-3� 43-0 � 43-0 8-6-0 12-9-0 17-0-0 MAX DEFLECTION (epan) : � g.g.� � g�-0 � L/999 MEM 1'2 (LIVE) LC 1 1 2 3 4 5 L= -0.05" n= -0.02'• Tm -0.0�' � Joint Locationa 12,� .12.� 1 0- 0- D 6 0- 0- 0 2 4- 3- 0 7 5- 8- 0 R4X4 3 8- 6- 0 8 11- 4- 0 4 12- 9- 0 9 17- 0- 0 5 17- 0- 0 3X8 3X8 10-0-0 10-2-15 SHIP 1.5X4 1.5X4 I�-�-0 I�-�-0 4X4 3X4 3X4 4X4 W:508 W:508 R:1142 R:1142 U:-172 U:-112 �� 17-0-0 �� 6 7 8 9 5-8-0 � 5�8� 5-8-0 � 5.�-0 ,,.�-0 ,�-0-0 10/21/2015 All plates are 20 gauge Truswal Conneetors unless preceded by"MX"for HS 20 gauge or"H"for 16 gauge,positioned per Joint Detail Reports available from Truswal software,unless noted. Scale:5/32"=1' AUTOMATED WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. �ob Name:srrtucK Thia tlesipn h for an intlividual DuiMing oomponant nol truu sysbm.It haa bsen Daaetl on specifintions proviCed by tM compo�feM manu�acturar Chk: BU ILDI N G and done In accordanu wiM tha curreM verslona of TVI and AFPA dedgn stnndards.No responsiblliry le assumed for dlmanNonai ucuracy.Dimanalona aro to be verifled by ths component manufacturer a�dlor buildilp designar prior to fabricafion.Tha 6uilding dnipnsr must asartain that ths bada Daqnt: ADG COM PON E NTS utilizad on this dssign ma�t w exeeM th�bading ImposeA by tM beal bulldlnp wda and tha partleular appNcallon.The eomponant menutaeturer Is nol th� TC LiVe 35.00 ps! DuiFaCe I.=1.15 P=1.15 building designer.The design assurn�s that lhe top chord Is latwdly bree�d by tM roof or fbor aheathing end tha botlom ehoM is isbrally Ixacad by e rlgid shoathing mnsrial tllreotly altachM,unNu othsrwfsa nofad.Bracing shown Is for latenl support of compon�M m.mbars only to reduca bucklfnp IanpM.Thla 1'C nead S O.00 paf Rap t9�r Snd 1.15 1111 8TH STREET componant ahalf not be placed i�any environmenl that will cauae the molature conlent of the wood to e:cwd 19%and/or nusa connector plab corrosbn. BC Live 0.00 paf O,C.Spacinq 2- 0- 0 CHETEK�W��72$ Fabricate,hand�e,Install and brau thh wsa In acrnrdance wtth the folbwing siandards:'Jolnt and Cuttlng Dehil RapoM'avallable as outpu[kom T�uawal PHONE: 800 524-9990 aoftwa'e,'ANSUTPI t','WTCA t'-Wood Trusa Counril of Amarlea Standard Oeslpn ResponsiDiliNes,'BUIIDING COMPONENT SAFEfV INfORMATION'- BC D9ad 10.00 F18f DaeiCJn Spec ZRC-2012 � � (BCS1�and'BCSI SUMMARY SHEETS'by NlTCA arW TPI.The Tws Plata Institute(TPI)It bcated at 118 N.Lee Stresl Suite 372, FAX:(715)924-2585 Akxandria,VA 2231s.Th�American Forest and Papsr Aesociation(AFPA)is localed M 1111 19th Strest,NW,Sh 800,WnA{ngton,OC 20036. TOTAL 55.00 pef Seyn T6.5.20 - 126268