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Home My WebLink AboutTRUSS SPECS - 05-00413 - 1079 Arctic Willow Dr - New SFR11—b Truss Type Q5669 ICIG ROOF TRUSS f PONE -1F, Idaho Eger ID 83403, Robin --- w- ]A I CK) $]$i,I RIA 1079 Antic Willow Dr / P� 13-0-0 -r— 20-0 e? CC _2e� Ic 2, 3x4 = 26_0- 2-- MLM _.--2L-5 Ed14 + LI pf) F T LL SPACING -- GS1 DEQ infloc) id I/cleft lPL Mates Increase 1.15 TC 0,70 (LL) -0.13 15 n/r 120 MT20 TCDL _0 Lumbar increase 1. 15 BC 0.30 Ven(TL)-0) -0.14 15 n r 90 L.L 0.0 Rep Stress I n r NO WB 0.13 . orz -L 0.00 14 n/ n a D L 8.0 ode 1RC2003fTP12002(Matrix) Weight: 104 lb LUMBER TOS' CHORD BOT CHORD OTHERS 4 SPF 165OF 1.5E SPF 165OF1a E BRACING TOP CHORD ROT CHORD IP 197/144 Structural wood sheathing directly applied or 6 -LO -0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc brad. REACTIONS ib/site)-387126- -'Oo 22=19 ''26- - , =204126-- -0, 4= 0 1 - -00 = 021 -0- , =209/ -0-011 7=1 ` 9/26-0-0, 21-204, 26}0-0, =205/26-0-0, 19 -202126 -0 -Df 17,209/26-0-0, 16=199/26-0-0114-387/26-0-0 Max H=2=86(load 9/26-0- ,14=X87/26-0- =2=(lad case ) Max Uplift2=r1 (toad case ), . =s 7 load case 7 , 24-- (load case 7), 2 =- (load case 7), 2 =47(toad case 1), =-1110 ad case , 21- - load case , 20=- 2 load case , 1 =-2 (load case 8), 1 = 4load case 8),16=-1 11 (load case 9),14=-1 1(load case 8 Max Grav2=5830oad case 2), 22=192 (load case 1), 23=31 ( load case , 24=297load case , =294 (load rase 2). =309 ( to d case 2), 2 =280 ( load case , 21 =7--31 0(load case ), 0= to d case ), 1 =2 (10 d case )a 17- 0 (ioa case , 1 =28 I ad case ), 14=583fload case FORCES (1 - Maximum Compression/Maximum Tension TOP 1-2=0111962--3=-1 09/47, T4=- 6/ , - -- � ` , - =-64'88, 6-7==-6411061 7-8=-68/1201 8-9;:---681116, 9-10=-64/91. 10- 11 =-64164, 11-12=-64139, 12-113=-66/36, 13-1'4=-1 /4 : 14-15--0/119 BOT GHORD 2-27--0179,26-27=0/79, 24-2 , 23-24=0179, 22-23=0/79., 21-22=0179. 2G-21 =0 . 19-20=OI790 18-19--0179, 17-1 - f7 , 1 6-17;=0/79, 14-1 6=0/79 EBS 8-22=-1 6010 7-23:;:=-278/471 b-24=;;-263/5015-25--26714 71 4-26=-260/54, 3-27=-291/50T 9-21 =-278145t 10-20;---263/51 11-1 9=-267/47112-17=-260/54113-16;---291/50 NOTES 1 W ind * ASC E 7 - 9 8, 90m p h; h= tt } T GD L=4.8 p f r B C D L =4. Bps f; Categ ory 11; Exp a ncl osed, MW FR 8 i ntierior zo ne; Lu m b er D OL= 1.33 plate grip DO L= 1.33. Truss des i reed for mrd loads Jin the plane of the truss only. For StUds exposed to wind (normal to the face see MiTek"Standard Gable E n d D stalk: TOLL. ASCE 7-98; Pf=35.D p f (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof ilve load of 19.0 psfor 2.00 limes flat roof load of 35.0 psf on overhangs non -concurrent wit In other five loads. This tru ss h as been des ig ned for a 10. 0 p botto m chord live load n on co n c u rre rpt with any othe r lave loads. All plates are 1-5x4 MT20 unless otherwise isa llnf t . 8 Gable requires continuous bottom chord bearing, Gable studs spaced at -0.-0 o . 1 ) Provide mechanical connection (by other) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 2 ' 27 Ib uplift at oinl � f 23, 32 ib uplift at joint 24, 25 1b uplift at jointuplift at jointjoint 27, 26 10 uplift at 21 t 32 lb Uplit{ t Jofnt 20,. 25 lb uplift at joint 19. 47 1b uplift at joint 17, 111 1b uplift at joint 16 and 115 1b uplift at joint .14t 11 This truss is designed in accordance with the 2003 i e atlon l Residential Code sections R502.1 1 +1 and R802.10-2 and .referenced standarcl ANSI/TPI 1. LOAD GASEP Standard MUSS �s Type Qtr F01V.� - _L 4" RL / 1_ EJ/ -- 4 JR0017TRUSS ! 1 a 1 i Job Reference (optional) STOCK COMPO S -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 11 2M MiTek Industrl , Inc. Wed Nov 02 15 A 9,15 200 Pag e 1 Scale- .1/4" 1 -ra. IV - "A e U --- 1 .5-A 11 6.n9-14 6-9{1 6-2- 3xEl 6-2- 26-0-0 -- 1 7 Platy Offsets (X,Y):_ dg ], [6:0 - - ,Edg` _ - LI f SPACING 2_0'_0 GSI DEIN I Ildeft Ud PLATESFLIP TOLL 35.0 Plates Increase 1.15 TC 0.81Vert(LL) -0.15 10 >999 240 MT20 197/144 (Root oar- f0) Lumber Increase 1.15 BC 0,56 rt(TL) -0.28 10-11 >999 180 TCDL 8.0 Rep Stress Incr YES W13 0.47 orz(TL) 0.10 6 n1a n / LL 0.0Code IRC20031TPI2002 (Matrix) Weight: 94 lb B DL 8.0 LUMBER TOFF CHORD BOT CHORD WEBS SPF 1650E 1,1L 4 SPF 165OF 1.5E PF Stud/Std REACTIONS (Ib/size) 2=1500/0-3-816=1500/0-3-8 Ma =1500/0- - , =1 00/0- - a Horz 2=86(load case ) Max UIi --1 (lo ad case ), = 1 '8(toad case Max Grav 2=1 839(10 . case )o 6=1 load case BRACING TOP CHORD BOTCHORD WEBS FORCES (lb) - Maximum Compression/Maximum Tension TOP H D 1- =011 * - =, /1 , - =-1 0011 , 4-5 -180{x/1 , -- =_290911 , 6,7-0/1 BOT CHORD -11=-115/251 1 1 i0-11,=-115'25181, -10=-301251 , a =301251 , 0- `T-30 '251 EBS 3-11---0/2,46, 3-1 0=1 2471108, -1 1 -1 G=-1 2711 ,5-8--G/246 t.ructural wood sheathing directly applied or -1-0 oc purfin, s. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at mildpt 3-10.,5-1 ■ E 1 Wind. ASCE 7-98; 90mph; b= ., , T IAL=4. i fr BCDL_4.8.p fr Category 11; Exp , enclosed; MWFRS ulterior zone, Lumber r La 1 .33 plate grip DOLS 1 } * TLL: ASCE 7-96; Pf-35.0 pf (flat roof snow); Exp ;Fully Exp_ Unbalanced snow loads have been considered for this design. This truss has been designed for greater of miry roof live load of 1960,psf or 2.00 tires flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 psf bcittam chord live load no concurrent with any other live leads. Provide e c an ical connection (by others) of truss to hearing plate capable of withstanding 168 lb uplift at joint 2 and 16.8 tb upfift at joint 6. This truss is designed in accordance with the 2003 Int tonal Residential Code sections 8502.11.I and BG .. 10.2 and referenced standard ANSIfTPI 1. LOAD ASStandard. Job s Type Qty ply -L0WBR0KL-F7/11-2JEJ/R 05-669 B2G ROOF TRUSS Joh Fier 19ptional) STOCK COMPONENTS -IF, Wahc Faffs, ID 834013.r RDbin 6.200 s Feb 11 2005 MiTek lndustri e -s-- , Inc. Wed Nov 02 15:49:14 2005 Page 2 NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 th uplift at joint 2. 25 Ib uplift at joint 31 , 32 lb uplift at joint 32, 29 Ib uptillft at joint 33, 31 Ib upfift at joint 34,, 26 Ib upli at JoAnt 35$ 45 Ib uplift at Joint 36., 80 Ib uplift at ioint 37, 23 Ib uplift at joint 29, 33 Ib uplift at joint 27, 29 Ib uplift at joint 26, 31 Ib ft u pli ft at joint 2 51 2 6 1b, uplift at j Gil nt 24, 45 th upi Ift at JoMt 23, 8 0 1 b uplift at joint 22 and 104 Ib uplift at. jo int 2'G, I I � This truss is designed in accordance WIth the 2M InteMational Residential Gode sections Ft502-1 1 -1 and R802.10,2 and referenced standard ANSIITP[ I LOAD CASE(S) Standard Job I TRW 05669 182G R00F TRUSS STOCKCOMPONENTS-IF, Idaho Fags, ID 83403 RoWn Qty ply ILLOWBROKLT7711-2JEJIR r Job Reference (oDdomI 6.200 S Fab 11 2005 MiTekIndustries, Inc. Wed Nov 02 15--49--14 2005 Page 1 -- 17-6-0 r- .. -- -- W AA . 11 -- Scale - 1 r62.1 'fate Offsets (X } - - E e dap] LOADING (psf) TOLL 35.0 Roof Snow=35-0) T DL B.0 LL 0+ BCDL 8.0 LUMBER TOP CHORD BOT CHORD OTHERS SPACING -O-0 Plates Increase 1.1 Lumber increase 1.15 Rep Stress In r NO ode ]FiC2003fTP12002 SPF 100F 1.5E SPF 1650F 1.5E SPF Stu&Std 1 TC 0.70 BG 0.29 8 0.25 (Metria) 4 -;- 35-0-0 35-0-0 BRACING TOP CHOIR BOT GHORD PLATES GRIP MT20 197/144 Weight: 156 lb Structural wood sheathing directly applied or -0-0 oc purlins. Rilgid ceffing d irtl y app li ed o r 10-0- 0 oc brad ng. REACTIONS (Ib/si e) 2= 39813-0- 0,X0=1 /3 -0- 0, 1=204135-0 -01 =204/35-0- , =204135- _0, 34=203135- -0, 35=207/35- , r 36-189/35-0-0, =257/35- -0, =204/35-0- , 7=204/35'0-0,26=204135-0-0, 25=20,3/35-ID-Op24--207135-0-01 ti?�1 / "0` t =257/35`0—Di 0=398/35"0`0 Max Horz 2=406(foad case Max U pfift2==;(load cas a 7). 3 1:=-250o ad cas e 7) , 3=- (load cas e a 33=- load case 7), -31 (Io ad case , =- 6(Io ad case ), 45( load case } =- to case 9), �load case =-33 Qoad case 8), - Ica case t 5—�1(load case ,, .d case ), (Io d case =-60(load case ),, 0=1 Toad case ) Max Grav 2=597(load case ), 30=1 (I acase 1),, 31- 09 io-a case , = (i d case , 33= ' 8 to . case . = (lo case )t 35=301 I ad case ), R io d case ), 37=3650oad case ),, = o load case ), = (load -case ), (load case ), = Io r# icase 3).r 24=301f load case ), = Io d case , 365 ( Io act case , 0= (io ) FORCES (Ib) - Maximum CompressionfMaximum Tension `i- P HORD 1-2=0/1 1 , 2-3=- 118164, -4=-73154, 4-5=-54160, 5-6=-62/76, - =-65/9'2, 7-8=-641109, 8-9=-64[125, -10=-64/1 T 110`11_-58/156,,11-12=-68/152, 12-13=-641129) 1 -1 =-641101, 14-15=-64175, 1 -1 =- 51 t1 -1 --62/4[x, 17-1 =-1 /29, 1 -1 =--7317, 1 - = I 18/64,, 2- 1 � 11 BOT CHORD -37-0199, 36-37;-_01991 35-36=0/199, 4- =01 - 4=0/99,, - —0199 30-31 =0/ , 29-30=0/99, 28-29=0199,27-28=0199,26-27=0/99, -26-=0/99' 24-25=0/99,23-24=0199. 22-23=0199,20-22=01!3 WEBS 11- --16010 A 10-31--2771442 9-32=-264/51 �8-33-2661489 7-34=-264149t 6-35=-272/49, 5-36=-237/502 3-37=-351/50, 12-29=-277/42,13-27--264/52* 1 — —_-266/48, 1 — =— .f , 1 — T-27214.'_7`, 7-23 3 1 0a, 1 —22=— i 1 /50 NOTES 1 Wind ASCE 7-98; 0 p ;= tt; T DL=4. sfs B L-4. p f; Category It: Exp C, enclosed; MWFRS interior zone; Lumber OLs 1-.33 pi ate g rip D 0 L=1: , 33 F Tmss designed for Wind loads in the plane of the truss only- For std used to vAnd t to the face), see iT " tandard Gable End Detail" T t_L ASCE 7-98; Pf=35.0 psf (fiat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. T truss has been designed for greater of trim roof live load of 19.0 p t or 2.00 times flat roof load of 35_0 p f on overhangs non-cancurrent with oth t rive loads. Th;s truss has been designed for a WO psf bottom chord live load n-onconcurrent with any curter live loads. All prates are 1.5A MT20 unless othre ind{otd_ Gable requires nti bottom chord bearing. Gable Studs spaced at --0-0 o . Continued on page v-- t in I efi Lid ' rt(LL) -0. 14 21 r 120 Vert TQ -0. 15 21 n1r 90 r (TL) 0.01 20 n/ rr/a BRACING TOP CHOIR BOT GHORD PLATES GRIP MT20 197/144 Weight: 156 lb Structural wood sheathing directly applied or -0-0 oc purlins. Rilgid ceffing d irtl y app li ed o r 10-0- 0 oc brad ng. REACTIONS (Ib/si e) 2= 39813-0- 0,X0=1 /3 -0- 0, 1=204135-0 -01 =204/35-0- , =204135- _0, 34=203135- -0, 35=207/35- , r 36-189/35-0-0, =257/35- -0, =204/35-0- , 7=204/35'0-0,26=204135-0-0, 25=20,3/35-ID-Op24--207135-0-01 ti?�1 / "0` t =257/35`0—Di 0=398/35"0`0 Max Horz 2=406(foad case Max U pfift2==;(load cas a 7). 3 1:=-250o ad cas e 7) , 3=- (load cas e a 33=- load case 7), -31 (Io ad case , =- 6(Io ad case ), 45( load case } =- to case 9), �load case =-33 Qoad case 8), - Ica case t 5—�1(load case ,, .d case ), (Io d case =-60(load case ),, 0=1 Toad case ) Max Grav 2=597(load case ), 30=1 (I acase 1),, 31- 09 io-a case , = (i d case , 33= ' 8 to . case . = (lo case )t 35=301 I ad case ), R io d case ), 37=3650oad case ),, = o load case ), = (load -case ), (load case ), = Io r# icase 3).r 24=301f load case ), = Io d case , 365 ( Io act case , 0= (io ) FORCES (Ib) - Maximum CompressionfMaximum Tension `i- P HORD 1-2=0/1 1 , 2-3=- 118164, -4=-73154, 4-5=-54160, 5-6=-62/76, - =-65/9'2, 7-8=-641109, 8-9=-64[125, -10=-64/1 T 110`11_-58/156,,11-12=-68/152, 12-13=-641129) 1 -1 =-641101, 14-15=-64175, 1 -1 =- 51 t1 -1 --62/4[x, 17-1 =-1 /29, 1 -1 =--7317, 1 - = I 18/64,, 2- 1 � 11 BOT CHORD -37-0199, 36-37;-_01991 35-36=0/199, 4- =01 - 4=0/99,, - —0199 30-31 =0/ , 29-30=0/99, 28-29=0199,27-28=0199,26-27=0/99, -26-=0/99' 24-25=0/99,23-24=0199. 22-23=0199,20-22=01!3 WEBS 11- --16010 A 10-31--2771442 9-32=-264/51 �8-33-2661489 7-34=-264149t 6-35=-272/49, 5-36=-237/502 3-37=-351/50, 12-29=-277/42,13-27--264/52* 1 — —_-266/48, 1 — =— .f , 1 — T-27214.'_7`, 7-23 3 1 0a, 1 —22=— i 1 /50 NOTES 1 Wind ASCE 7-98; 0 p ;= tt; T DL=4. sfs B L-4. p f; Category It: Exp C, enclosed; MWFRS interior zone; Lumber OLs 1-.33 pi ate g rip D 0 L=1: , 33 F Tmss designed for Wind loads in the plane of the truss only- For std used to vAnd t to the face), see iT " tandard Gable End Detail" T t_L ASCE 7-98; Pf=35.0 psf (fiat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. T truss has been designed for greater of trim roof live load of 19.0 p t or 2.00 times flat roof load of 35_0 p f on overhangs non-cancurrent with oth t rive loads. Th;s truss has been designed for a WO psf bottom chord live load n-onconcurrent with any curter live loads. All prates are 1.5A MT20 unless othre ind{otd_ Gable requires nti bottom chord bearing. Gable Studs spaced at --0-0 o . Continued on page v-- t Job Truss Type PFY AI �A 132 ROOFTRUSS 1 Job Reference o lipn��l COMPONENTS -IF, Idaho Falls, ID 63403, Robin 6.200 s Feb 11 2G05 I iTek Industries, ]n . Weed Nov 02 15:49:10 2005 -- -- 5, 5-- k k Page 1 28-8-13 35-0-0 j.P7-0-0. i i ! - -- --0 Scale = 1.62.1 4V C mj 1'7 N%2 MG -,I.M F� 4x4 41 a-1 -1- Plate Offsets �,Y): f 0- -51F ell 1 ` - -1 11 e _ LONG (pct) TOLL 35.0 (Roof nor. X35, 0) T DL 8.0 S LL 0.0 B,CDL 8.0 LUMBER TOP GHOFiD BOT CHORD WEBS SPACING -0u0 Plates Increase 1..1 Lumber increase 1,1 Rep Stress irrcr YES Code 1003P10 SPF 165OF 1,5E 4 SPF 1650F 1.5E P F StucUStd i Cm TO 0.93 BG 0.64 WS 0.56 (Matrix) REACTIONS (l /size) 10--163110-5-8116=2289/0-5-8 Max Hort 16=1 0Ioad case 7). MaxUplift-1 =^1 93(load case )r 1 =} load case ) Max G rav 1 = 1 (l ad case 1 16z--2776 (load case ) DFL Vert.L 'rt(TL) Hort (TL 4X4 AM- I in t oc Udefi Lid PLATES GAP -, 12-14 >9 240 MT20 197/144 -.' 10-12 >955 180 0.10 10 n/a n1a Weight: 137 1b BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 5-5-6 oc bracing. I Row at ft 7-14 FORCES (Its) - Maximum Compression/Maximum Tension TOP CHORD 1-2--01119l2-3_--303/190213-4:;---971/138, 4- 5w Y /1 , y zz: 15461150, 6-7=-1 701 /139, 7-8=-2974/175, 8-9=;=-3118116 -1 0=-3742/208, 10-11 =0/1 21 BOT CHORD -1 �-1603/345.,15-16=-7201191, 14-15=011 213, 13-14=-1 0 '2397,1 -1 =-1 Of2397, 10-12=-99/3285 WEBS_ 15='--80/1 . , -1 =-101611 7P 5 -14= -Q81357,6 -1l4=-25/765, 7-14=-12W145, 7-12='01710. 9-12=-7,20/125, 3-16=-28401280 . NOTE 1Wind: ASCE 7-98; 0mp ; h.25ftw T i f; 8 DL= ! F p f ; Category 1; Exp ; enclosed; M.WFRS interior z Lumber LCL=1,33 plate grip DOL=1.33. TOLL: ASCE 7-98- Pf :35.0 psf (fiat roof now),- Exp ; Fully Exp. Unbalanced rr loads have been considered for this design. This truss has been designed for grealer of min root live oad of 1 .0 p t or 2.00 times flat roof load of 35,0 p f on ioverhangs non -concurrent With other live loads- 5) Th is tri ss h as been des ig n ed for a 10.0 psf botto m chord live load n on co nc u rre nt with an y other live loads. Proves mechanical connection (by othem)of truss to bearing plate capable of withstanding 193 1b uplift at pmt 10 and 226 ] b upfift at. joint 1 . 7) This truss is designed in accordance with the 2003 International Residential Codesections R502.1 1,1 and R802,10.2 and referenced standard ANSVT 1 1, LOM Standard job truss ti Type ply F I 4 Qty I 81G i ROOF TRUSS Idaho Faft:L ID Job RfrenSCK COMPONENTS-IF � � =s 6.200 Feb 11 2005 t r Inc. Wed Wi 02 15:49 2005 Page NOTES 10) Provide e' J 1 t 1 !'hll connection others)of truss tobearing latecapable of RhstIEIn# n 1 1uplift at joint J L 25 ]b uplift at joint 29, 32 1b upifft at joint 30.1 29 lb uplift at Jo!nt 31.t 29 ib uplift t joint r� 1b uplift t joint , 1 1b pia#t t joint 4, lb Uplift t joint,35, 1 lift at J Joint oint 22, 45 1b uplift at jo in t 21, 80 lb uplift at jo int 20 and 104 1 b u pf ift at Jo int 1 11 This truss 'is designed in accordance with the 2003 I t matio gal Residential Code sections 8502.11 F1 and R802.10.2 and referenced standard ANSVTPI I LOAD CASE(S) Standard 0 M Tru "s Type I 0 R00 F TR USS STOCK , Idaho Falls, 0 83403, Robin 4A Qty P _LY V L T711 1— E Jf �•—. ... .—.. �. _].Job Reference (oaficnal) 200 Feb 11 2005 Tek Industries,,Inc_ Nov 1 _:# I -10- X36-10-8, 4 1"- --0 Scale=; 1.58.9 4 = 35 34 33 32 31 30 29 2F1 27 26 25 24 23 22 21 2D 5X6 U _ Plate Offsets ' : [118:0-2-5 f Edge LOADING ( f) TCL 35.0 SPACING 2-0-0CSt DEQ in loc) I/d PLATES GRIP . (Roof nL . Plates Increase 1.15 TC 0.70 Vert(L L) -0. 14 19 nir 1.20 T O 197/144 TGDL 8.0 Lumber Increase 1.15 EAG 0.29 TL •-0.15 19 rrir 90 Rep Stress Incr NO WB G-25 Hor t) 0.101 18 n/ BCLL 0.0 Code IRC2003ITP[2002 (Matrix) Weight.k 153 1b-BCDL 6.01 LUMBER B I TOP CHORD 2 X 4 SPF 1 5OF 1.5E TOP CHORD Stnictural wood sheathing directly applied or 6-0-0 ac purfi s. BOT CHORD 2 X 4 SPF 165017 1,5E BOT CHORD Riglid cell!n dir qtly applied or 10-0 - 0 as bracing, OTHERS 2 X 4 SPFStud/Std REACTIONS lb/size) 1--147/34-1 0`81 28192/34-10f-8, 29=204/34-10-8, j 0; 04134-1 -8,, �"1y;-20513 I 0-8,�j =201134- -}y , =,r�1 8 4—#1 _ } 4=1 47/34-1. 0— , 5=3 5 1 134-1 %�-8, + d -204/ r —1 —8, c.. 5= 04134-1 —8, =204134_1 0— � 203134— :I , =2071+``1 0-8, 21 =1 �LTr9/34-1 = t L0� 13 —1 0` a 18;;-398134-10-8 Max Hort 1 =-1 160oad. case ) Max Upli i =-11(load case ), =- (10 case ), 0=- load case , 1=- (fo. case 7)t =- to d ca ), 33=-32(loadcase 7),,34=-21 (load case ), =- foal case =- (loa€1 case 8), 25=33fload case ). 24=-29(loadcase 8), 23=-3.1 (load case ), -- (load case ), 1 -- (load case 8), 0=- 0(to case )s 18=- 1 0oad case Max Grav 1- 11(load case ), 28=1 (load case 1), l to case ), 0= 9 fo case , 31= load case ) s -293 Vo ori case ), 33=3180oadl case ) # 34!215 (load a ). 35-;--511 ( load case ). -309 Goad case 1, tt29t case . = 8(load case ), 23=297 a 3)3,22=,301 (lon# case 3), 1 ;-_27% to a case 3),' 0=6laad case ), 1 8=(Iod case FORCES 0b) - Nla)dmum GompressionlMaximum Tension TOP CHORD 1' �---9W8 f =-83/60, - =- 1 ` , =-ti.J / . =-6511 , -7=-66/1 # - Ri 11 - =-70/1 , -10`-`69/1 '. 10-11 =- WI , 11-12=-65/1014 12-13=-64175]k 1 14=-491, 14-1 =_" "T j is- 1 =-1 1292 16-17=;-73/7, 1 -1 --19/63 Y 18- 1 = /11' BOT CHORD 11-35--t-0/99, 4_35_0199, 33-34=0199., 32-33=0/99, 1- =0199,. 1=0/99, 29-30=0199, 28-29;-_0199, 27-28=0/991 26-27--0/99t 25-26=0/99, 24-25-0/99, 23-24=0199, 2-2-23=0199,,21-22--M9, 20-21-0/997 18-20=0/99 WEBS 9-28=-1 60/0, B-29=-2-77/44, -30--- 4151, B-31 =-266149, 5-32=-263/4-8, 4-33=-278151, 3-34-- 10/40} - =-415175, 10-27=-277142.11-25=-264/:52112-24=-26,6/48, 1 - =-264 '49, - =- !' , 15-21=-237/50, 1 - 0=-351150 NOTES 1)Wind: ASCE 7-98* h; h= ft; T Dt_= . p f; D L=4. f; Category 1% E p y enclosed; MWFRS interior zona; Lumber DOL=1_33.plate grip DOL*= 1.3. Tru s s d e i€g n d f o r l+ n d loads 1 n t he p [a rye of t he tr u s s o n 1. For studs exposed to wind (n ormal to the face), see !T "Stanch rd Gable End'Detail" TOLL: ASCE 7--98; Pf=35.0 pst ifat roof snow); Exp ;!=ally Exp. 4 p- 4 U nba4 a reed now loads have been considered for this design- 5) This truss has been designed for greater of min goof live load of 19.0 f or 2.00 firnes flat -roof road of 35.0 PSf on o r a nor -concurrent with other live loads. 6) This truss has been designed for a 10.0f bottom chord 11ve load n u rren t with any other live loads_ Ali p laces are 1.5x4 MT20 unless otherWise indicated. 8 Gable requires continuous bottom chordbearing- 9) Gable stud5 spaced at --0 o. Continued a page ss Type [Q5669 BI1100E TRUSS STOCK COMPON, S-117, Idaho Falls. ID 8340 , Robin r oty M r 1 F[I I ---r ----- �()b Rfrenc tical 6.200 s Feb 112005 MiTek Industfles, . Wed NOV,02 15:49.00 2005 Fuge 1 X 4 22-11-14-7-5 28 Scale =. 4X4 8-5-2 4X8 = 3X8 = 10 U14 18Hz: 4X4 = 34-10-8 _ ---� 9 -CI -1 4 Plate Offset's [11-.0A-2Ed P_ =Edgel LOADING ( pt)SPAC T LL .0 IN_� '- � F in to) '--�-- - _ .• _ - -•_ _ - -ter PLATES GRIP Ildofl Lid (Roof Snow=35.0) .0) later Increase 1.15 TG 0.81 Vert(LL). 4.29 10-12 >999 240 MT20 1971144 T DL 8.0 Lumber, increase 1.15 8C 0.88 rt(TL) -0- 10-12 >757 180 i MT1 8H 1971144 BCLL 0.0Rep Stress Incr YES 13 0.78 Ho (TL) €x,18 a 'a fila LUMBER BFIACING TOP CHORD 2 X 4 SPE 165O 1,5E TOP H RCT BOT --�2 X 4 SPF 1-65OF 1.5E BOT CHOM WEBS 2 X 4 SPE Stu td. WEBS REACTIONS (ib a) 1=1752/0-4-0 X19 6110-5-8 Ma 11 - - a Hort 1 =-11 (road case Max Up li 1=- t 14(load case )F 8=- 000oad case 8) Max Grav 1= o foal case ), 8= (ioa case Structural wood sheathing directly applied or 2-2-0 cc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. Row t midst 3-12} -1 FORCES (1b) - Maximum Cornpression/Maximum Tension TOP CHORD 1- =-428712592. - .moi 1 .,-4�-288411 ,. 4i =-2364/17 , - =- 1 ! - =-35 `1/1800 7-8=-41901225, 8-9=0/121 BOT H H{ 1- =-256/37757 1 -1 =-14612850, 11-1 --54/2818, 18=11i =-54/281 , -18=-11 'E -1 - 40/t4D, -1 T11 , -1 =-1 1 /1541 4-1 =-44 '1254, 5- =-1 91114 r -10=0!704, -10=-709/1 25 NOTES 1 Wind, ASCE 7-98; h; z= ; T DL=4_ p f; DL=4.. p f; Category 11; Exp- enclosed; MWFEIS interior zone} ..umber Dts=1 Fiat grip DOL= 1. 33 , TOLL: ASCE 7-98; f -35.0 psf (flat root snow) Exp ; Fully Exp. 3) Unbalanced snow loads have been consideredfor this design. 4) This. truss has been designed for greaten of min roof live load of 19.0 psf or 2.00 times flat roof load of 35.0 p f on overhangs nor -con u rrent with other live loads. This, truss has been designed for a 10,0 p f bottom chord live load nonconcnrr nt with any other live loads. All plates are MT20 plates unless otherwise indicated, Provide tunical connecrion (by others) of truss to B aria g plate capable of withstanding 114 Jb uplift at joint 1 a nd 200 lb uplift at joint . 8 This truss is designed in accordant with the 2003 !at oral Residential Code sections R502-11.1 and 802-1 0.2 and referenced standard i I . LOAD CASE(S) Standard Job- � _� _ :ten Truce -- -- a ss T� 1 ' RL/11-2/E/1 �v w fF Al 7 jI�''�{ ■F TRUSS •. STOCKCOMPONENTS-IF,---- ! oReference 1 2005 MiTalk Industnies, Inc. Wed Nov 02 15:48.56 2005 Page i -2-0-0 13-0-0 26-0-0 - -- - 2-0-013-0-0 1 U4 DI Plate LOADING(f TCLL 35.0 (Root Snow=35.0) TDL 8.0. BOLL 0.0 DL 8.0 LUMBER TOP CHORD BOT CHORD OTHERS SPACING --0 Plates Increase 1.15 Lumber Increase 1.1 Rep Stress In cr NO Codi IRC2003TFP12OG2 SPF 1IF 1.5E SPFStud/Std ��'�^ 1 �'`t-! 0.70 ac 0.30 B 0.13 (Matrix) DEFL to 1oc) i/d'fl Vert(LL) 0.1 1 n1r rl TL -0-.14 1 n/r HortL) 0. 00 14 n/ :34 '-- d PLATES 120 MT20 0 n1a Weight: 101 lb GRIP 197/144 bX1 _r• BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 ac purlins. BOT H 1 D Rigid ceiling directly applied or 10-0-0 oc bracing. —A REACTIONS 1b/size) 1 --1 1126-0-Ov =388/26-0-01 1=1 91/26-0-01 22=204126 -0 -ID, 23;205126-0--0� 24;-_202/26-0-00 25=209126-0-01 =199/26.0-0, 20=205/26-0-05 11'9=202J26-0-0, 1 = 1 --, `165126--0,1.x=315126--0 Max Horz 2=96(load case Max of =- toad case , 22=27 (load case 7)s _ kkid case 7)F load cas a , 25z. - load case , .�-111 load case = load caSLe 19=-31 (load case 8), 1 -- 1(load case , 1 =- (load case 8). 1 =- (lo d case ) Maxr 14= 1 8(load case ), 2=583 (loadcase ), 21=1 91(load case 1), 22=31 10 d case 2). � (Io case , = (l ad case ), 25=309 (load case ), = 80(to d case ), 20=31 t (load case , 1 _ load case ), 1 = 1 (10 d case , 1 z (loo cage ), 1 =4 (ioa case FORCES (lb) - Maximum Compressiori/MaximurnTani n TOP GHORD 1-2;-- 01119, 2-3=- 109/4 7, 3 -4 - 66/3 91 -5---6 4/56 5-6=-65172, 6-7=-6,4189,, 7-&--6911041 a_ 9=-70/ 10 0, - `t 0=-6 5175, 10.11 r-66148, 111-112--62/40 1 1-1 --62/4011 -1 =-7 '125, 13-14---87169 BOTCHORD - /57x ' T 1 t -250157} 23-24.-0/57p. 22 -23 - -OWI 21 -22=01571:x -21=0/57119-20=0157I 1 - = f 17-18=0/57s 1 -17_01, 7,1 -1 =0/57 14-15=0/57 WEBS - 1=-159 0, 7-22=-278/47D - =- 1 F 5-24=-267147, 4-25---260/54, 3-26=-2-91150, 9-20=:;-2781-46, 1 -19=-262' t 11-1 8=-275150, 12-16=-228/43, 1 -1 =-375167 NOTES 1 1n :ASCIE - � * � E =4 . p t; B tam 4 . p t; ate cry 11; Exp ; enclosed; 1 interior zone ; t_u � r DO LL1.3 plate gra DOL=1.33_ Truss designed for wind loads in the plane of the truss only. For studs exposed to wird (normal to the a face) , � ��`� "'Standard Gable End Detail 1` Ttlt_: ASCE 7-98; Pf= 5. f (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof sive i0ad of 19.0 psf or 2.00 times flet roof load of 35,0 psf on overhangs non -conc urrent v4th oth er tive lo ads. This tws s has been designed for a 1 . 0 ps f bottom chord live Ind noncon curr nt with any othe r I tive loads, All pates are 1.5X4 MT20 unless otherwise indicated. Gale requires continuous bottom chord ben ng. Gable studs spaced at -0-0 o . 10) Provide mechanical connection (by others) of truss to bear -Ing plate capably of withstanding 8 ib uplift at joint 2, 27 fb uplift at joint . 32 ftp uplift at joint 23. 25 1h unfift at joint 24, 47 1b uplift at joist 2S. I I I lb uplift ,at joint 26, 27 tb uplift at joint 20, 31 It;, uplilt at JIt 1: 11 1b ME At joint I S. 24 lb uplift at joint 16 and, lb uplift at joint 1. 1 1) This truss in des-igned'in accordance with the 2003 I n to m atronat Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSYTPI 1 LOAD CASE(S) Standard iC