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Home My WebLink AboutTRUSS SPECS - 05-00441 - 536 Eaglewood Dr - New SFRm 8' X 15' ATTIC TRUSS co co > z cr) m cr) a)r. CO CA3 CA X m w IPA (A r"L RY STOCK COMPONENTS 1675 PEDERSflN STREET IDAH{] FALLS, ID 83405 Phone: 52$-2309 Fax: 52$-2320 Project: Back No; Madel: Lot No: Contact.. I Site: I 0 ff]C : nig Phone: Fa Tentative eli'ver Late: To: Deliver To: JERRY MUIR TALON D RfVE Quota � Job Number: Page: Date: Project ID: tion Account No: Designer: Salesperson.: Quote Number: 11-07-20-05 - 2:13-34 P Q5675 33460180 MtM Robin Pettingil. STOCK COMPONENTS 1675 PEDERSON STREET IDAHO FALLS, ID 83405 ]Phone : 528-2309 Fay: 528-2320 Project: Block No: Model: t N: Contact: 1 Sita: e: Name: Phone: Fax - Tentative axTentat v Delivery date REXBURG Deliver To: JERRY MUIR 'TALON / --0 8.0 - 0 - 0 0-- —C)uotation Job Nuniber: Pae - Z Date Project TD: Account No: Designer, Salesperson: Quote uni r: -- 2 11 -7-200 - 2 :1 :34 PIS Q5675 -34601801 ni t m, Roti netti ngill STOCK COMPONENTS 1675 PEDERSON STREET IDAHO FALLS, ID 83405 Phone: 528-2309 Fax. 52.8-2310 Project: Madel: Contact: Site: Name: Phone: rax: Tentative Delive Date: Profile: Block No: Lot No Office Qty: i Truss Id: I I J1 - 113 lbs. each 59 lbs. each 11 lbs. each J1A 11 Is. each 1 1 J 18 lbs. each 1 J IS I. each I I J lbs- each m m- m- DA . -25 Jbs. each d J4 1 J 1 J 1 1 J m J 4 1 MI 8 lbs. each 15 Tbs. each 14 lbs. eaeb 19 Is. each 1 lbs. each 11 s, each 44 lbs. each 11 39 lbs- each 11 Y 1 33 lbs- each 1 41 lbs. each M 42 'bs. each 1) 2 -Ply;' 2 M3 50 lbs, each --'To: Q otat Qn B�EXBURG -T ob N umb e r Foga. .date: 11-07-2005 - 2:1334 P Prcl t TD: Q5675 Deliver To: Account No. 334601801 JERRY MUIR Designer mtm Quote umber: Span: Truss Type:TSIope: LOH I ROH 7-7- 19- 0 - 0 HALF HIP 14.42 0-0-0 - -0 1 Row Lot Brace 0.00 7-7-5 12-7-8 KT P!)S-1- 14.42 10-0-O 0-0-0 0,00 3-0-A 0_ 4 1 ROOFTRUSS 8,00 2-0-0 0-0- 0T00 D s3-0-4 ROOF TRUSS 8.00 2-0-0 -0-0 Ip 4--4.4 3- 11 -11 ROOFTRUSS 8.00 2-0-0 - -0 4-4-4 -11-1 ;00 --4 11 F,F TRUSS 8.00 2 - 0 - 0 0-0-0 -8 -4 ROOFT USS 8.00 -0-0 .'70-0-0 0,00f -- 1 2-0-0 1y T SS 6.95 2-3-10 0- - . 00 3-9-15 3-7-2 ROOF TRUSS 7.20 2 - 2 - 11 a - 0 - C) 5,66 4-0-1 3-5-13 FTRUSS 3.00 2-0- �-� 8.00 4 - 4 - 3_ 4-0-0 -T SS 8.00 2-0-0 0-0-0 � i 4-10-154-9-13 ROOF TRUSS 8.01 -0-0 0-0-0 0.00-- 4-11-9 -10-11 ROOF TUSS 5.00 2-0-00,00 6_11-14 8-0-0 T TRUSS 8.00 - - 0-0-0 1 Row Lit Brace 0.00 -11-1 8-0-0 ROOF TU 8.00 2-0-0 0-0-0 00 -11-10 8-0-0 MONO TRUSS 8.00 -0- 0-0-0 0.00 ,-4- a - 0 - 0 ROOF T ` SS 8.00 2-0-0 - - 0-0-0 0.0 0.0 - 11 - 14 � 8-0-0 MONOTRUSS 0-0-0 1 Row Lal. Brace O.00 1 6-9-7 7-9-0 MONTRUSS 8.00 2-0-0 0-0-0 4/ 0_ - 1 - STOCK COMPONENTS 1675 PEDERSON SrTREET IDAHO FALLS, ID 83405 Phone: 52.,8-2309 Fax: 528-2320 Project: 9 Block No: Model: LADt NO: Contact Site: Name-, Phone: Fax: Tentative Delivery Date - Profile.. Office: Qty: � Truss Id: 2 I 3 1 2 I To: REXBURG Deliver To: JERRY MUIR TALON DRTVE Span: (1) 2 -Ply M4 7-9-0 19-4 lbs. each 2X4/2X6 M5 12-4-8 63 lbs. eadi M6 12-4-8 albs. each M7 12 -4-8 63 lbs. each M8 8-0-0 40 lbs. each M9 37 1b.s. eadi Truss Type: I Slope: I LOH uotation =Der: Page: 4 Date: 11 -07-2005 - 21-13-434 PM Project ID--. Q5675 Account No: 334601801 Designer: jiltm Salesperson: Robin Pettingi II Quote Number "K I 0-0-0 V - - +J 5--7 ROOF TRUSS 8.0 - 0 - 0 0.00 11 - 7 MONO TRUSS 8.00 2 Rows Lt Bra ce 0-00 9-11-7 MONO TRUSS 8.00 0-0-0 2 Rows Lit Brace 0.00 9 - t I - 7 MONO TRUSS 8.00 '0 - 0 - 0 1 Row-Lat Brace 0.00 6 - 4 - 31 ROOF TRUSS 8.00 2-0-0 9-00 6-11-10 ROOF TRUSS 8.00 2-0-0 8.00 uotation =Der: Page: 4 Date: 11 -07-2005 - 21-13-434 PM Project ID--. Q5675 Account No: 334601801 Designer: jiltm Salesperson: Robin Pettingi II Quote Number "K I 0-0-0 V - - +J 0-1- s0 -1- 0--0 0-0-0 f, 1 1) A Q � 0-( BID GOOD FOR 30 DAYS Job True Tr -reps ; Qty Q5675 Al , Fi r TRUSS 3 STOCK COMPONENTS -IF, Falls, I1D 33403, Robin 1 6x8 MT18H —_ 3 Ply RF -' '�LONDRCVE/11-71EJ(Jd)R -- 1 �._ Joh Refereaq2� bona 13.200 S Fab 11 2005 M1Tek Industries, Ire . Mon Nov 07 14:21:41 � � 1 -0- 2005 P2ge c2Ie = 1:29.6 7-0-0 z -o -o Plate Offsets X, -.:0-1-L , Ed . LOADING pf) - - - T LL SPACING -0-0 CSI REEL in (I ) lldefl L/gid (Roof Snow=35.0) Plates Increase 1.15 TC 0.77 Vert LL -0.08 4-6 >999 240 T f L .0 Lumber Increase 1-15 BC 0.33 rt TQ -0.14 4-6 >999 180 E LL 0.0 Rep Stress l nrr YES WB 0-16 Hor z(TL) 0.01 4 n/a n/a BCD L 8.o Code IRC2003ITP12002 (Matrix) LUMBER TOE CHORD BOT HC WEBS X 4 SPF1OF I - 5E X4PF 1650E 1.5E X 4 SPFStud/Std REACTIONS O b/s ize) 2-889/0-5-8, 4= /0- -8 Max Hort 2=1-1 (l oa d case ) Max U p I ift =- l 32(load case 7),4132(load case ) Max Greg =1139(10 d case 2), 4=1 139(1 ad case ) FORCES (lh) - Maximum Corp rens i on/Ma i amu r n Tension TOIL CHORD 1- � ]1 1, 2-3=-85915133-4=-859/5074-5z--01181 BOT CHORD 2-6=01544P 4-6-0/544 EBS -=0128 BRACING TOE H ID BOT CHORD PLATES T. MT1 8H Weight: 46 Ib GIMP 1 97N 44 197/144 Structural wood sheathing directly applied or 5-7-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTE, 1) Find: ASCE 7-98; 0rnph he ft; T I L= . P fa ECRL =4-8p f; Category II; Exp ; enclosed; MWFRS interior zone; Lumber L=l . plate grip DOL_ 1 .. a TOLL: ASCE -; Pf=-35.0 pf (flit roof snow); Exp Q Fully Exp. Imbalanced snow Roads have been considered for this design, This truss has been designed for greater of m 1n roof live load of 16.0 p f or 2.00 tithes flat roof Road of 35.0 p f on overhangs non -concurrent with pother live bads. This truss has been designed for a 10.0 p f bottom chord live load noncon urgent with any other live loads. All plates are MT20 plates unless otherwise i n d at . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1. lb uplift at joint and 1 Ib uplift 2t joint 4.� � This truss is designed in accordance ith the 2003 International Residential Cede sections R502.1 1 +1 and R802.10.2 and referenced standard I[TPI 1 LOAD CASE(S) Standard W9 Truss Tr` -._ Hype Q5675'Al G 1ROu F TRUSS STOCK pbNENT -I F, Idaho Falls, ID 83403., Robin I -2-0-c -- 2 6x6 NA 8.00 F1 3 Qty � Ply I 1 1 RF `4L0€JDRIVE111-7JEJ(1D)R J Job Reference (o tliDnP)_ 6.200 P b 11 2005 M[Tek I nd ustrie , Inc- Mon Nov -D7 1 -. 14 2005 P2ge 1 - -0- a +cSl DEFT 7-0-o Snowy3 Plates Increase T1 4 4 R �— 14-- 14-0-0 Plate Offsets �a-1-,Edl, [:0 -1 -,Ed LUAI,JINCi (p5f) TCLL 35•0 SpgCfiVG 2-0-0 +cSl DEFT 9 Snowy3 Plates Increase �1.15 TG 0.73 Vert(LL) CDL 8 Q LumE�er Increase 1,15 BSC x.32 Vert(7L) BCLL 0.0 Rep Stress Incr h1D WB 0.09 Horz(TL) BCD L 8.0 Code ERC20031TP12002 I (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X4 SPF1F1- E OTHERS 2 X 4 SPFStud/Std -,- X rT U 7 in (Io) Ild f l L/d -0.15 9 ntr 120 _0.1 n/r 90 0.00 8 n1a n1 BRACING; TOP CHORD BOT HID 6x6 / a PLATES MT20 Weight: Ib IP 19,71144 Scale _ 1.29.5 Structural wood sh eathln directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracIng. REACTIONS l b/size) 2=403/14-0-0, 8=;403/14-0-07 12=1 67/1 -0-o, 13=211/14 -0 -Op 14=-196/14-0- ° 11= 11114 = Max Igor �1 1 (l ad case ) Max Uplift = 106(load case 7), =-1 to d case , +1 -- 4(laad case )a 14=-11 (load case 11-- land Max Grav 2=599(load case ), = (load case ), 12;--1 7(10 d case 1), 1 = 4(load case , 14=274 load case 11 FORCES (Pb) - Maximum Compression/Maximum Tension TOP CHORD 1-241175, 2-3=-1 4/K -4=-102174, 4- --105'99} 5-6=-1 05192, 6-7=-1 02/460 7-8z--1 64/60, 8-9:;-0/17 BOT CHORD 2-14-2/1061 13-14--2/106,12-13=-21106, 11-1 =-211a , 10-11--211061 -1 0--211 06 WEBS 5-12=-141/0, 4-1 --272167, 3-14=-289/60, 6-11--272/66, 7-10---289/60 DOTES 1) Wind: ASCE 7-98; 9mph; h= tt; T DL -4. Pf; D L-4. p f; Category, 11; Expo ; e r7 ao ed a MWFRS r me rioron E} LumberDOL;-1.33 plate grip COOL -1.33. True designed for wind loacis in the plane of the truss only. :For shads exposed to wind (normal to the face), sea M iTe "'Standard 2ble End D t it nd�rd TCT: ASCE 7-98, Pf-35,0 psf (flat roof snow); Exp ; Fully Exp. 4) Unbalanced Snow loads have been considered for this design. This truss has been designed for greater of miry roof live load of 16.0 p t or 2.00 firnes flat roof E n d of. 0 f anoverhangs non -concurrent ltb other live loads. This true has been designed for a 10.0 pf bottorn chord Iilve load nonconcurrent with any other lire loads_ 7) All Plates are 1.5x4 MT20 unless etherise indicated. Gable requires continuous bottom ch-ord bearing Gable studs spaced at -a-a oc, 1 ) Provide mechanical connection (by others) of truss to bearing pl ateable of withstanding ire � 106 lb uplift at joint 2, 125 lb uplift at joint 8, 64 lb uplift at joint 13, 116 Ib u pI ift at joint 14, 62 lb uplift at joint 11 and 116 lb uplift t 'pint 10. `i 1) This truss i designed in accordance with the 2103 international F J Residential �� tin 1.11. 1 and F.1 0.2 arid referenced standard A NS lrFPI 1- LOAD CASE(S) Standard 9 Job I Truss - Q5675 I A2 Tr -pe P F TPUSS STOCK COMPONENTS -IF, Idaho Fall, Vi C 83403, Robin 3 8.00 112 S 1 im 2 3 7 1 l 2 11 8X8 5-10-8 , --o Plate offsets (X,Y).: [ . 0- - , Ed -- - 'r - -�f [7:0-3-8,04-0] LOADING (psf) TOLL 35.0 (Raaf Snaw=35.0) TCL 8.0 BCLL 0.0 BCDL 8.0 LUMBER TOP CHORD BOT HOT WEBS SPACING .-0-0 Plates Increase 1.1 0 Lumber Increase .1 Rep Stress Iner H Code IRC2003fTP12002 X 4 SPF 1650F 1,5E 21 X 6 DF 180OF 1.6E X 4 SPF 1650F 1.5E *Except* W2 2 X 4 SPF Stud/Std 1 TC 0.62 0.88 `B 0.86 (Matrix) REACTIONS TIONS(lb/size) =5342/0- -3,} 5_2885/0-5-8 Hem =l 14 load ease Max Uplift -- 7(ioad case 7), 5=-3311 load case Max G ra -4load ca se ) a 5-3731 (1 oad case ) FORCES (lb) - Maximum Compression/Maximum Tension TOP H RD 1-2-01189P - --7492/563, -4=-523014245 4-5=-5546/4,05, 5-6=0/1 89 BOT H RD -8=-407/60475 7-8=-407/6047-,5-7'--258/4371 WEBS 3-8z---57416864, 3-7=-6345/551, 4-7--413/5715 TE Qty 1 Ply J RF•. L Dr E/l1- J(1 ) I 2 ` ,fob Reference cp j!q� _ 6.200 s Feb 11 2005 klffek Industries, Inc., Mon Nov07 1 . 1 ,44 2005 Page I 14-o-0 -0-0 DE F L in O oo I/d fl L/d Vert(LL) -0,16 -8 >988 240 Vert(TL) -0.26 2-8 >620 180 Horz TL 0.04 5 n1a n/a 5 5x6 PLATES MT20 Weight: 136 lb -0-0 GRID' 197/144 Scale = 1:29,5 BRACING TOP H of D Structural wood sheathing directly applied or 4-8-4 oo purlins, BOT H D Rigid ceiling directly applied or 10-0-0 oo bracing. 1 -ply true to be connected together with 0.1 1'r 9' Nails as follows.: Top chord's connected as follows, 2 X 4 - I row at 0-9-0 o . Bottom chords connected as follows- 2 X 6 - 2 rows at 0-4-0 ac. Webs connected as follows: 2 X 4 - 2 rows at 0-4-0 oo, Except member 7-3 2 X 4 - I row at 0-9-0 oo} member 7-4 2 X 4 1 row at 0-9-0 ee, dal loads are considered eq ua II y applied to ,il plies} except if noted e s front (F) or knack B) fe ce in the LOAD CASES) section FSI to ply connections have been provided to distribute only loads noted as (F) or (B)., unless otherwise indicated. 3 Wind. ASCE 7-98; 90mph, h= ft, T DL -4. p f; B C L= . psf; C@tegory 11; Exp o; enclosed; MWFRS interior zone; Lumber D L=1 .33 plate grip DOL=1 .33. TOLL: ASCE -9; Pf=35,0 pf (flat root' snow); Fp Q .Fuller Exp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of rain roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent urrent Frithother live loads. This true has been designed for a 10.0 p f bottom chord, live load nonconcurrerl.t with any other live loads - Pr vide mechanical connection (by others) of truss to bearing plate capable of ° itln to ndi nig 587 1b uplift at joint 2 and 331 Ifs uplift at joint 5. This truss i -designed in accordance with the 2003 International Residential cede sections R50-2.1 1.1 and R802.1 . and referenced standard H UTPI I. 1 o) Girder came tie-in span : 25-6-8 from 0-0-0 to -10- 11 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4556 Ib down and 300 I h up at -10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. MOntpinued oE(p�getydard no I ti.J o b Truss Tr_ --ype _ Qty Pty A2 ROUT TRUSS COMPONENTS -IF, Idaho F2115, ICS 33403, ab'in LOAD CASE(S) Standard 1) Snow: Lumber Increase= 1.1 , Plate In reale=1.1 Uniform Loads (P[f) Vert. 1-4=-86, 4-6z---86, - _- 0 I==-589), 5-8=-1 Concentrated Loyd (1b) 'pert. 8--3126(F) RF"�`'ALO NDF21VFJ11-iIEJ(iD)R Job Reference optional _ J 6.200 s Feb 71 2006 MiTek Industries, Ing_ Mon Nov 07 14:21:44 2005 Page 2 KM STOCK Truss Tr "' _. Type ROU F TRUSS COMPONENTS -IF, Idaho Falls} ID 83403, Robin _ - U -- 4x4 = M Qty I PAY IRF- ^`'1LONDFtIilE111-71EJ(ka)R fJab Reference (optional) � J 6.200:s Feb 11 2005 MiTek Industries, InC. Mon Nov 07 14:2144 2005 Page 1 -0-0 LOADI N+ (psi TOLL 35.0 (Roof row=35.0) TDL 8.0 BOLL 0.0 BCDL 8.0 LUMBER TOP CHORD E T H R WEBS SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.72 Lumber Increase 1.15 BC 0.10 Rep Stress fncr YES 1Ng 0.09 Code IRC20031TPI2002 (Matrix) X 4 SPF 1650F 1.5E X4 SPF1650F 1. E X 4 SPIF Stud/Std REACTIONS (lb/size) 8=574/0-5-816-574/0-5-8 Max Hor =574/0- - 1fir=574/0- - I--Ior -7 (load case Max U pl ft =-10 to .d case a =-10 (1 cad case 8) Max r =7 10 d case ), -7 Po d case FORCES (I5) - MaXIMUM Corn press ion/Maxi m urn Tension TOP H D 1- =o/1 , - =-330/33, 3-4z-_-330/`.3 , - =0/1 a - =- /1 1 4- E OT CHORD 7-8=-76/76, 6-7= 0/0 WEBS - '-32/1o1, -7=a /143r 4 -7z -z-371143 1.5A 11 DEF% in (loc) 11deff Lld ! PLATES GRIP Vert(LL) -0.01 6-7 X999 240 h11720 1971144 Vert(TL) -0.01 6-7 >999 180 Ho2(TL) -O.Op 6 nla nla I Weight: 411b Scare _ 1:22.5 BRACING TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except orad verticals. ESOT H OF D Rigid ceiling directly appl i d or 10-0-0 oc bracing. TE Wind.- ASCE 7-98; 90mph; h= ft; T L=4. p f; E DL=4. psf; Category Il;a E . n Er b.=1. plate grip DOL=1. . Expenclosed; 1'F1 interiorzone; Lumber 2) TOLL-. ASCE 7-98; Pf . o p f (flat roof snow); Exp ; Fully Exp, 3) Unbalanced snow loads have been considered for this design* 4) This truss has been designed for greater of min roof Jive load of 16.0 psf or . o0 times flat roof nOn-concurrent With otter live loads. odd of pf on overhangs This truss hos been designed for a 10.0 psf bottom chord live I cad nor con Provide mechanical connection others) of t�l�rnt with rN other live loads - 6) truss to bearing n plat: capable of withstandIng 103 lb uplift at joint 8 and 103 lb uplift at joint _ This truss Is designed in accordance with the 2003 Int m ti onal Residential Cade sections0 T. referencedstandard A IdrTPI 1 _ 1 1 .� end F .� �� LOAD CASE(S) Standard Job 67 STOCK Tru Tr- B I' a f- MPONENT -i F, Idaho F211s. IIS 83403, Robb -n p TRUSS 3-10-12 i 4x4 3 Qty F PlyIRE_'_"""'\LOIVDR1VE111-71EJ(IQ)R 1 Jots Reference (optional 6.200 s Feb 11 2005 MiTek I nd u. t6 s, Inc_ Mon Nolo 07 114:21;45 2005 3_10-1 Plate Offsets (X,Y). LCI (pf) TOLL 35.0 (Roof Snow -35.0) TlL 8.0 BOLL 0.0 BCDL 8.0 LUMBER TOPCHORD BOT HCS WEBS OTHERS 9.-0-1-11,0-0-121� 14:0-1-1110-0-12 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1,15 Fop Stress Inr NO Code I 9 /TP1 99 X 4 SPF 1650F 1.E X 4 SPF 165OF 1,5E X 4 SPF Stud./Std X 4 BPI= Stud/ #d CSI TC 0,83 BC 9.1 ''B 0.09 (Matrix) REACTIONS (Ib[i 8_574/0-5-8)6=574/0-5-8 Max Merz 8 =7 0 oa d case 7) Max up lifiit =-10 (load ca.se 7)t =-1 0 (load case ) Max r. =7(Iod case , =(load case ) FORCES (Cb) - Maximum ompr . Jon/Ma irnum Tension T P >HORD 1-2-0/193,2-3=-330133,3-4--330/33,4-,5-0/19312-8--75,9/1171 T CHORD 7-8--76/76, 6-7-010 WEBS 3-7--321101 P 2-7:-;-371143? 4-7�-371143 -10-1 DEFL in (loc) Ildefl L!c# Vert(LL) -0.01 6-7 999 240 Vert(TL) -0.01 6-7 X999 180 Horz(TL) -4.40 6 n1a nla BRACING TOP CHORD BT CHORD 4-6--7591117 PLATE, fT9 Weiig ht: 46 lb GRIP 1971144 r_1 C5 Page 1 Scale - 1;22.2 Structural wood sheathing directly applied or -0-0 or, ,purlins, except end verticals. Rigid ceiling directly .pplid or 10-0-0 or, bracing. TE 1 Wind: ASCE 7-98; 90mph; h= } T [ L=4. p f; B C L-4. p f, Category 11; Exp Menclosed; MW FRS interior n , Lumber orD L-1. Plate grip DOL -1 y • Truss designed for wind lioads n the plane of the truss. only. For studs r)o ed to wind (r orma i to the fa i GableEnd D tail'T �, see T „ tend rid TOLL: ASCE 7-9; Pf=35.0 pf (flat roof snow); Exp ; Fully Expo. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of rein roof live load of 16.0 pf or 2.99 tittles flit roof load of non -concurrent with other live loads. .9 p � o� overhangs This truss hes been designed for a 19.0 p f bottom chord live load nonconcurr nt with any other. 7) All prates aro 1.5x4 MT20 unless otherwise indicated. Ir e loads. 8) Gable studs spaced at 2-0-0 o . ) Provide mechanical connection (by others)of true to bearing prate capable �f withstanding rd 1lb uplift t 0I rt and 103 1b uplift at jint . 1 10) This truss is designed in accordance with the, 09 International Residential Code sections R502-1 referenced standardANSI./TPI 1. �1 . and R n LOAD .E() Standard two 05,675 Truss 132 Tr yp ROOF TRUSS STOOK COMPONENTS -IF, Idaho Falls, ICS 83403, Robin LOADING (psf) TOLL 35,0 (Roof no r=35.0) T DL 8.0 BOLL 0.0 ECL 8.0 LUMBER TOIL' CHORD 13T CHORD WEBS Q Qty 1 3-10-12 - 0- -1 -4- 10-1 4 3 Ply F L 0 ND R I 11-7/EJ(I D 1 _ ,fob Reference o tiona] 6.200 s Feb 11 2005 MiTek lndu tde , Inc- Mori Nov 0 14'21-.45 2005 Page 1 Scale - 1. 3.0 R4 11 1,5x4 11 0-6-12 --° SPACING -0-0 Plates Increase 1.1 Lumber Increase 1.1 Fps Stress Inr YES Code IRC2003ITP12002 REACTIONS (Ibl i e 9=35410-5-8, 6-.602/0-5-8 Max Hor O= - (load case Max I. pIif 99 1 load case r 6=--1 O (load case Max Gray 9=443(l cad case ), -7Ioa d case CSI TC 0.72 BC 0.10 WB 0.32 (Matrix) FORCES (lb) - Maximum Comp r ion/Ma mum Tension TOP HO D 1-2=-115/0,2-3=-332/35,3-4z---335/39,4-5=011931 BOTCHORD 8_q= -35/94,7-8=-36/186T6-7=0/0 EB 7-- -10-12 QEFL X 4 SPF 1650F 1.5E Vert(LL) X 4 SHF 1650F 1.5E Vert(TL) X 4 SPF Stud/Std REACTIONS (Ibl i e 9=35410-5-8, 6-.602/0-5-8 Max Hor O= - (load case Max I. pIif 99 1 load case r 6=--1 O (load case Max Gray 9=443(l cad case ), -7Ioa d case CSI TC 0.72 BC 0.10 WB 0.32 (Matrix) FORCES (lb) - Maximum Comp r ion/Ma mum Tension TOP HO D 1-2=-115/0,2-3=-332/35,3-4z---335/39,4-5=011931 BOTCHORD 8_q= -35/94,7-8=-36/186T6-7=0/0 EB 7-- -10-12 QEFL in (loc) Ildefl Vert(LL) -0.01 6-7 X999 Vert(TL) -0.01 6-7 X999 � Hvrz(TL) 4.00 6 rola BRACING TOP CHORD BOT H R 1-9:---425/1 OT 4-6=-763/117 I U, -- =_16±`02, 4-1_011 72Y 1.8=-49/52 Q5 F 1171 L/d PLATES GRIP 240 M T 0 1971144 180 n/a Weight: 41 lb Structural wood sheathing directly appI ied or 0-0-0 0C purlins, oPt end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. . NOTES 1) Wind. ASCE -08; 90mphh=25ft; TCDD.=4. p f; B . L= - p f; Category ll; Exp ; enclosed., J F DOL -1.33 plate grip DOL-1.33,� interior Oar Lumber TOLL.- ASCE 7.98; Pfz--35.0 psf (fiat roof snow); Exp ; Fully E Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 10.0 p f or 2.00 times flat roof load of nor- on urgent with other live loads, This true has been designed for a 10.0 p f bottom chard live load nonce recurrent with any other Jive load 0) Provide mechanical connection (by Others) of truss to hearing Plato oap2bl Of withstanding 1 lb lift at joint point U � � and � � � uplift at This truss -is designed in accordance with the 2003 InternatiornaJ Residential Code sections referenced standard ANS IITP 11. � �_ � 1. �i and 1�_ � C�. and LOAD CASE(S) Standard Job Q5675 STACK r� 6 Truss CIG Tr �Vo ROOF TRUSS COMPONENTS -IF, Idaho Falls, IDM 83403, Robin -2-0-0 --0 4x4 _ 5 11 t PI +1 F kL DRI 'E/11- /EJ(ID) Job Reference (optional) .200 s Feb 11 2005 I iT k Industries, Inc. Mon Nov 07 14.21.46 2005 Page I 14-0-0 2-0- 4-- -0_ caJe = 1;29,1 LOAD I N p'sf TOLL 35.0 (Roof no =35.0) TIL 8.0 ELL 0. CSL &C LUBE TOP CHID ET H ORD 'EBS OTHERS 2x4 j 2x4 11 SPACING --o Plates Increase 1.1 Lumber Increase 1,15 Rep Stress Incr NO Code IRC2003ITP12002 2 X 4 SPF 1650F 1,5E X 4 SPF 1650F 1.5E X4 SPF 16 OAF 1.5E X 4 SPF stud/Std csi 7C D,83 BC 0.(79 W8 0.16 {Matrix} 12-0-0 (10C -- dEFL Vert(LL) Vert(TL) Morz(TL) in -0.16 y-0.1 -0.00 BRACING TOFF CHORD BOT cH ORD (I0c 9 9 1 I/d fl n/r n/r n/ :L/d P L A T IE GRIP 120 MT20 107/144 90 I n/ eibt, 59 Ib Structural wood sheathing directly applied Or 10-0-0 oc purlins, except end verti al . Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (l b/ i .) 16=279/12-0-0, 10=279/12 -0 -0,13 -294/12 -0 -0,14=224/12 -0 -OF 1 =139/ 1 -0-0 1 =224/1 - - 11= 39/12-0-0 Herz 1 - (load case Max UpFftl =- 4(load case ), 1 =- 0(load case ), 14--4 load case , 1 = - to d case 6),12=-41 (loa case 11 =-88(load case 5) Max Grav1 - 1. (load case , +10= 1 (load case , 1 = 4(Ioad case 1), 1 = 0(lo .d case 2),15=;l load case 1), 1 = - 1 39(load case 1) FORCE (Ib) - Ma irnurn Compress ion/M iaxirnum T n [on TOP • e D 1 —486/1 1 8, 1 —2=0/1 3d 5 — —542 1 1 } —6/2215, 4— — ./2 5 5— — /i-0 } 6J-7=-2 i 7— µ5g/148 8— s Jf7 193, -10=-486/121 BOT CHORD 15-16=-1 68/877 14-15=-1 68187, 13-14z---1 68/87, 12-13=-1 68/871 11-1 168/875 10-11 168.87 WEBS -13_-260/0, 4-14=-315167, 3-15_-1 14/108, -1 =- 1 /6T 14/108 NOTES 1) Wind: ASCE 7-98; 90mph; h= , ft; T DL=4. p f; DL =4.8 Psf; Category 11; Exp ; enclosed; MWFRS interior zone.7 Lumber D L=1.33 plate grip D L=1. - . Truss designed for wind loads in the plane. of the truss only. For stud* exposed to wing normal to the 1 GableEnd Dct�.il'�' � 1`�c�, � �T� ��r�d�r'd TOLL: ASCE 7-98; Pf= - p f (flat roof snow); Exp ; FulJy Exp. 4 Unbalanced snow loads have been considered for this design, This true has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35..0 f non -concurrent with other* lire Icad . p on overhangs This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other five loads. 7 All plates are 1.5x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. 9) True to be fully h th d from one face or securely braced against lateral moor m rpt (i.e. diagonal web . 1 0) Gable studs spaced at 2-0-0 oc. 11 Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 04 Ib uplift t joint 1 0 Ih uplift li � J a � ifs at joint 10, 40 1 uplift at joint 14, 9,2 Ifs up]ift at joint 15 , 41 I'h uplift at joint 12 and 83 Ib uplift at joint 11 z 12) This true 'is designed in accordance with the 2003 international Residential code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/ `PI 1 LOAD CASEP Standard Job k Trust a Ti ype- 75 CR1 ROOF TRUSS STOCK COMPONENTS -1 F, Idaho Falls, ID 83403, Ro in -r7- �12 I FBF NL 0 N D R IV F/I 1-7/E: J'(1 D) 1 JobRfrent tial 6200 s Feb 11 2005 MiTek [ndu trie , Inc. -- Mon Noir 07 14:21:46 2005 Page 1 4x6 II 5 2x4 5.7.8 -- Plate Offsets X, -3-0,0-1-81 LOADING (psf) TOLL 35.0 SPACING 1--0 e CSI ID Plates Increase 1.15 i Tr. n 7 LUMBER TOP CHORD BTHRD WEBS Lumberincrease 1.1 Rep Stress I n r N Code I I , 003/TP 12002 2 X 4 SPF 1650F 1.5F X4 SPF 1650F 1.5E 6C 0,27 WB D.4$ {Matrix} A 4 H- Stud/Std -Except* 1 2 x 4 SPF 1650F -1. E, W5 2 x 4 SIF 1650F 11. E REACTIONS TION (l /sire) 8=399/0-7-13, 6-743/Mechan[cal Max Hort 8= 1870 oa d case Max Uplift =- (Load case 7)} 1 (load case Max Gray 8=7Ioad case ), =0laad case e 3x4 = M -- DEL in Io TCL 8.0 BOLL 0.0 BCL 8.0 LUMBER TOP CHORD BTHRD WEBS Lumberincrease 1.1 Rep Stress I n r N Code I I , 003/TP 12002 2 X 4 SPF 1650F 1.5F X4 SPF 1650F 1.5E 6C 0,27 WB D.4$ {Matrix} A 4 H- Stud/Std -Except* 1 2 x 4 SPF 1650F -1. E, W5 2 x 4 SIF 1650F 11. E REACTIONS TION (l /sire) 8=399/0-7-13, 6-743/Mechan[cal Max Hort 8= 1870 oa d case Max Uplift =- (Load case 7)} 1 (load case Max Gray 8=7Ioad case ), =0laad case e 3x4 = M -- DEL in Io I/d fl L/d Vert(LL) -0.02 7-8 >999 240 erttTL) -0.05 -' >99gr 18.0 Hor (TL) 0.00 6 n/a n/a. BRACING TOP CHORD BOT H R EBS FORCES (lb) - Maximum Compression/Maximum Tension T F' C 1 D 2-8z---615/011-2=0/10IT2-3=-525/0,3-4=-226/14614-5=0/0�4-6=-4561158 BOT CHORD 7-8=-218/016-7--105/466 PLATES GRIP I IT 0 197/144 'eight: 57 ih Scale - 1;32.6 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end v rfl al . Rigid ceiling directly applied or 6-0-0 oc bracing. I Row at midpt 4 - MOTES 1) Wind.- ASCE 7-98" ph: h=25 tp T' E'L=4. p f,- E DL=4, p ft Category ll; Exp Q enclosed; MWFRS interior zone, Lumber DOL=11.33 plate grip COOL=1. - TOLL: ASCE 7- T Pf� :5_0 psf (flat roof now), Exp Fully Exp. Unbalanced snow loads have been considered for this design. 4 This truss has been d es igned for greater of m i n roof l ive l and of 18.3 p f or 2,0 0 ti mes f at roof load of 35.0p f on overhangs non -concurrent with other lire loads. This truss has been designed for a 10° 0 p f bottom chord live load non on urrent with any tither I[ve loads. Defer to ird r( ), for truss to truss connections, Provide ha n i ai connection (by others) of true to bearing plate capable of withstanding r� l ��ir�f � h uplift at grit and 1lb uplift at Iia truss is designed rn accordance with the 0 Int rnat'lonel Residential Code sections R502.1 1 .1 and R802.10.2 and referenced standard 1I/TPI 1, In the LOAD CASE(S) section, loads applied to the face of the truss are noted LOAD CASE(S) Standard 1 Snow: Lumber Increase; --11,1 5, Plate Increase -11 Uniform Lad (p If 'pert: 1-=-4 Trapezoidal Loads plf Vert: =40(F=41, B=41) -to -4=-197(F=-77, B=-77), 8=8(F-8, B=8) -to -6=-37(F=-14, B--14) e - -to-- -- 7 F=- Job STOCK Truss TE �,�� --- .� CR2 I ROOF TRUSS COMPONENTS -IF, ld2ho Falls, 10 83403, Robin n -- 4 E L NDRIVE/1 1-7/EJ(I)I 1 i _ [Job reference p tional 6.200 s Feb 11 2005 MiTek Industries, Inc 1 -- 1-8-12 Mori Nov 07 14.21-.47 2005 Page 1 EI no wed E -- 4--1 Plate Offsets (X Y), f7-n_9_n n_9_ai - - REACTIONS (I b/ r) = 2/Me h n icaJ, 2=;129/0 -6 - Max Hor -- (lo d e ) Max Uplift& =- Ioad case ), 2-51 (load case ) Max Gra° = (J oad case ), = (load case CSI TC 0.58 BC 0.01 WB 0.07 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOPH O RD 1 =0/ r - =- / IF = -18``36, 4- =-9 '07 - :z-101 /3 0 B T ISD 2-7=-118/51';6-7=-131/5 WEBS 3-7--26169, 3-6=-53/121 DEFL in NO Ildefl old Vert(LL) LOADING (psf) X999 240 Vert(TL) TGLL 35.0 180 SPACING 1-0-0� (Roof Snow -35.0) n1a Plates Increase 1.15 7CDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL g_p Code IRC20031TP12002 LUMBER TOPCHORD 2 X 4 SPF 1650E 1.5E BOTCHORD 2 X 4 SPS' 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (I b/ r) = 2/Me h n icaJ, 2=;129/0 -6 - Max Hor -- (lo d e ) Max Uplift& =- Ioad case ), 2-51 (load case ) Max Gra° = (J oad case ), = (load case CSI TC 0.58 BC 0.01 WB 0.07 (Matrix) FORCES (lb) - Maximum Compression/Maximum Tension TOPH O RD 1 =0/ r - =- / IF = -18``36, 4- =-9 '07 - :z-101 /3 0 B T ISD 2-7=-118/51';6-7=-131/5 WEBS 3-7--26169, 3-6=-53/121 DEFL in NO Ildefl old Vert(LL) -0.00 2-7 X999 240 Vert(TL) 0.00 2 X999 180 Horz(TL) -D.pD 6 nla n1a BRACING TOIL H D BOTCHORD PLATES MT20 T_ Weight: 20 lb GRIP 197/144 ,kale = 1,16, Structural wood sheathIng directly applied or 4-5-14 oc purlins, except end verticals* Rigid ceiling directly applied or 6-0-0 oc bracing. COTES 1) Wind: AE 7-98; 0 nnph ; h = ft; T D L=4. p f; l3 DL=4. fr Category 11; Exp ; enclosed; MWFRS interior zone; Lumber DOL: -1.33 plate grip DOL.=1. , TOLL: ASCE 7-98; Pf=35.0 p f (flit roof snow), Exp Fully E Unbalanced snow loads have been consider i � for t��design_ 4) This truss has been designed for greater of min roof five ]Dad of 17.1 p f or 2.00 ti rues flat roof load of_ f on overhangs non -concurrent with cith r live loads, � This truss has been dare d for a 10.0 p f bottom chard live load n n on urr nt with any other live loads. Defer to girders) for truss to truss onn tion , Provide meth ni l corms tion (by others) of truss to bearing plate capable of withstanding 50 Ib uplift t joint joint and Jhfikt This true is designed ars accordance with the 2003 Int rn ation a] F e idnti.ai Code sections R502.1 1.1 and R.802-1 referenced standard f i/TP�I 1..1 .rid In the LOAD CASE(S) section, loads applied to the faire of the truss are noted LOAD CASE(S) Standard 1now: Lumber Incre =1.1 5, Elate Increase— 1.1 Uniform Loads (plf) Vert: 1-2=;-43 Trapezoidal Loads plf Vert. 2=37(F=40, B=40) -to -4=-49(F=-3,, B, )_ta- =- (F= r B=2)7 JGb Truss +� � Qty Ply RE LO' 71 CR3 ROOF TRUSS V :. STOCK I MP NE f T' -1 F, Idaho Falls, .ID 83403, Robin LOADS NG ( p sf TOLL 35.0 (Roof noir= . ) T DL 8.0 ELL 0 - BC L 8.0 LUMBER TOP FAD ET CHORD WEBS F T- Joh Reference optic nab 6,200 s Feb 11 2005 M iTek Industries, I roc. Mon Nov 07 —14,-21:482005 Pa-ge I L. --- --' -- -- 1.5X4 11 4 SPACING 1-0-0 Plates Increase 1.15 Lumber Increase 1.1 Rep Stress Inc.r NO Code II 0o /TP1200 X 4 SPF 165OF 11.5E X 4 SPF Stud/Std REACTIONS (l b/size) 6 23110-5_15, 5=208/Mechanical Max Hor 8(load case Max Llplift - 8(lo .d case , 5--80(102d ease Max Grav 6=356(load case 2), -257(1 cad case ) FORCES (J b) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-340/1-77 1-2-0/98P 2-3z--951665 3-4--22/0 BOT CHORD 5-&=-9810 'EBS -5=-0/1 03P 3-5=-226/70 1 TC 0.48 BC 0.11 E 0.10 (Matrix) -- -- DEFL in (I) I/dfl Vert(LL) -0.01 rt(TL) -0.0 999 H orz(TL) -a n/ BRACING T P + H RD '130T H RD 3X6 - L/d PLATES GRI 240 180 n1e. MT20 Weight: 7 Ib 197/144 Sale = ;23.4 Structural wood sheathing directly ppli d or 5-2-6 oe purlins, except end verticals. cal . Frigid ceiling d[rectJy applied or 10-0-0 cc. bracing. NOTES 1 W nd : ASCE 7-98; o r per; h= ft TCD L= -8 p f; E CSL=4 , p f; Category 11; Exp ; enclosed; J CW FIBS interior ori, Lumber DOL -1 .3 3 plate grip COOL.=1 .. T L.L: ASCE 7-98; Pf=35.0 p f flat roof snow); Expo Q Fully Exp. Unbalanced snow loads have been considered for this design.. 4 This truss he.s been designed for greater of min roof live feed of 16.6 p f or 2,00 times flat roof load of 35.0 psf an overhangs non -concurrent w1th other Pve loads, j This truss has been designed for a 10.0 p f bottom chord l eve load n oncon urre rpt with` nother I� loads. j Defer to girder(s) for tri,.ss to truss connections - 7) ProvI onn ctions- Prowl d me,Ghanical connection (by others of truss to bearing baa ri n plate capable of withstanding lb uplift �t r nt and � lb uplift tjoint . � This truss Is desi�� accordance + rdan with the 2003 I n to rnati er a l F e ed e ntie.I Code sections R502.1 1.1 and R80 . 10. a n d referenced standard N I/TP i 1. In the LOAD D CASES) section, loads applied to the face of the truss are noted as front (F) or bac (B), LOAD CASE(S) Standard 1) S now: Lumb r Increase=1.1 , Iate Increase= 1.+1 Uniform Loads Of) Vert: 1-2=-43 Trapezoidal Loads plf) Vert'. = F= 0, B = -to- 112(F=-34, B=- 4), 6=0(F=4, B=4) -t0 -5;---20(F=-67 B=- ) Job I Truss X5675 14 STOCK Tr ape ROOF TRUSS COMPONENTS -IF, Idaho Falls, 10 834031 Robin L D I E/11-7JEJ(J Jak job Ifrn tirf 6.200 s Feb 11 2005 MiTek Industries. In 6-5-10 6-5-10 1.5X4 1 4 1.5A 11 3X6 LOADING City Ply RE Vert(LL) 3 1 TCL 35•0 -0.11 5-6 SPACING 1-0-0 L D I E/11-7JEJ(J Jak job Ifrn tirf 6.200 s Feb 11 2005 MiTek Industries. In 6-5-10 6-5-10 1.5X4 1 4 1.5A 11 3X6 LOADING (psf) UdefP Lfd Vert(LL) -4.04 5-5 X999 TCL 35•0 -0.11 5-6 SPACING 1-0-0 C51 (Roof Snow -35.0) nla Plates Increase 9.15 7C 0.69 TCpL $'0 Lumber Increase 1.15 BC 0.20 BCLL 0-0 Rep Stress fncr NO WB 0,21 gGDL 8.0 Code lRG2003ifP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E 80T CHORD 2 X4 SPF 1650F 1.5E WEBS 2 X 4 SPFStud/Std REACTIONS (Ilb/ i ) 6-28710-5-15,, =343/Mhank l Max Horz 6=1 Road case 7) Max Up ft5=-1 (load case 7 Max ra i4 4(10 d case , =4 (Io d case FORCES (1h - Maximum Corapr s ion/M . imurn Tension TOS' HCS 2-6;---398/7,1-2-0/98,2-3=-126/115,3-4--25/0 SOT CHORD 5-6=-139/0 WEBS 2-5=-0/1 4 , 3-5=-357/12 - 6-5-10 DEFL in (loc) UdefP Lfd Vert(LL) -4.04 5-5 X999 240 Vert(TL) -0.11 5-6 X668 18() Harz(TL) -0.00 5 nla n!a Mon Nov07 14:21:48 2005 Page 1 PLATE TO Weight; 33 lb GIT' 197/144 Scare = 1-26.8 BRACING TOP CHORID Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. B T H RD rigid ceiling directly ppl i d or 10-0-0 oc bracing. 'TE' 1) W Ind : ASCE 7-98; ph; h = ft; TCDL= . f E CRL=4. p f; Category 11 Exp ; enclosed; MWFRS interior zone; Lumber DOL -1.33 plate grip DOL=1.33. TILL: ASCE -; Pf=35.0 pf (flat roof snow); Exp Q Fully Exp. Unbalanced snow loads have been considered for this design. 4) This true has been designed for greater of resin roof live load of 16.6 p f or 2.00 times flat roof lead of 35.0 psf on overly angs non -concurrent with otho r fire loads. 5) This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with )n other live loads. Refer to girder(s) for truss to tars connections. Provide rnechan ic2l connection (by oth r) of truss to bearing plate caabl f ith tandin 1 P fb u pIift at aolnt 5. This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 . nd referencia standard ANSfITPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F or back B LOAD CASE(S) Standard 1 )Snow: Lumber Inrc=1.1 5, Uniform Load (plf Vert: 1-=-4 Trapezoidal Loads (p [f Plate In r . ` 1.1 'pert: 2--3(F-2 0, B= 0 -to-4=- I (F=-4 j B=-48).0 = (F=4, B =4) -to- =- F=- , B -- Job Truss 7r iPe Try Q5675 r ATTIC 13 STOCK COMPONENTS-fF, Idaho Falls, ID 83403, Robin - � --0 -0-o 2-10-4 5-6-4 IAF 6.200 s Feb 1 1 20,05 MiTek Industries, Jnr. Mon Nov 07 14.21: 2005 Page ' l- - 1- -1- 5-6-4 -10-4 -0- -0- 6x1 0 _ BVI? - Em VVZ_ B1 17 16 15 1 4 13 12 3X8 1 d�e E��e -5- -0-7-1, Edgel, 110-0-4-15,0-2-81, [14:0-3-850-5-01, [16:0-3-8,0-5-0] LOADING (psf) TLL .0 SPACING -0- CSI DEFE i n �Ion� I/d fi L/ SLATE GRIP (RoofSnow--35.0)FI� Increase T 0.96 rt LI- -��0. 0 14-16 240 MT20 1871144 T DLt 8.D Lumber Increase 1.15 1 E C 0.44Vert(TL) -1.0 14-16 0° 1 80 E LL- 0.0 Reptress Inr YES WB 0.93 Hor (TL) 0.02 12 n/ n/a -BCDL 8.0 Code IRG2003ITP12002 LUMBER TOE CHORD 2 X 4 SPF 1650F 1.5E *Except* T2 2 X 8 DF 1950F 1,7F1 T2 2 X 8 DF 1950F 1,7E E30T CHORD 1.5 X 9.5 LSL Truss Grade EBS 2 X 4 SPF StudlStd *Except* W6 2 X4 SPF1 OF 1-5E, W1 2 X 6. CSF Ho. ,W1 2 X W2 2 X4 SPF1 OF I- E,W2 2 X4 SPF1J`1_ E REACTIONS (lb/size) 18=2405/0-5-87 12-2405/0-5-8 Ma -2405/0-- - a Horz 1 =,21 (10 .d case Max UpliftI = 1 fad case 7 r 12=-1 (load case Max Grav 1 = 7 (10 d cage 2), 1 -2 7 IOad case DF 1o. B lAMIG TOPCHORD BOT CF10RD Scale =155.2 Structural wood sheathing directly applied or 1-4-12 oc purlins, except end verticals, Rigid ceiling directly applied or -0-0 oc bracing. FORCES (1h) - Ma iMam mpr ssion/1 Ia irnurn Tension TOP CHORD 1-2-01200, 2-3--2266/Op 3-4=-2823/07 4-5=-2020132, - 8=-2020132, 8-9-2823/0P -10=-2266'0, 10-11-0/200, 2-18-=-2486/70110-12z---2486/69 BOT CHORD 17-18=-279/2867 1 -17z--01 f882, 15-16=0/1 9299 14-15-0/1929, 13-14=0/18827 12-13--279/175 EB -1 --3645/0,7-19=- -1- 1538,-14-0/�1538, -1 --1 7 2/0, -1 _-1732/0, 3-16=-1 19/6475 -1 -0/4811 -17=011 9647 10-1 3=011964, -14--1201647 NOTE 1 Wind: ASCE7-98- phr 1 -ft; TL=pfr=3psf; Category 11; Eenclosed; t COOL -1.33 plate drip CL= 1.33, F interior zone; Lumber 2 TOLL: ASCE 7-98; Pf=35.O psf (flat roof snow); Exp Q Fully Exp. Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf Or 2.00 times flat roof fog non -concurrent with Other Jive loads. � �� .[� psf on overhangs This truss has been designed for a 10.0 psf bottom chord live load noncor u rr nt with any other I «e loads Ceiling dead load (,0 psf) on member(s). -. - -1 -1. 7 Bottom chord live load (40.0 psf) and additional bottom chord dead load ��0.0 sf applied ProvidernOh.�r�iJ c � � � pp �d only t� room. 'I �-1 connection on (h others) Of truss to hearing plate capable Ofrithsta ndi ng 1 Ib uplift at joint 1 and 1 1 h uplift at joint 12. i� This truss is designed in accordance with. the 2003 International Residential Code sections R502.1 1 .1 and R802.10.2 2nd referenced standard ANSI/TPI 1. LEAD CASE(S) Standard Jab Truss Yt Q5675 D9 G ATTIC STACK COMPONENTS -IF, Idaho Falls„ Ip 83403, Robin -- 3-0-0 -o-o ,_ 5-10-4 2-10-4 pe ffime Qty I ply 13-6-0 ; 15-7-8 -1- -1- 6x8 _ `7 1 1 1 L HD I' E111-7/EJ ICS F Job Referene tion� 6,200 s Feb 11 2005 P Tek Industries, Inc, Mon. Nov 07 14.-21,'52 2005 Page 1 -- 4-0- -10-4 27-0-0 --0 'll Plate tf et LOAD I NG (p sf) TOLL 35.0 (Roof now= .o TDL 8.0 BOLL 0.0 B DL 8r0 T . , -10 15 14 13 1 x i I 5x6 10X10 8x12 — lox, 10 _ 5X6 - 3x6 1 8X8 II 36 -o-0 2 -10 -am 4 Sao-- :-yop-- [10:0 _24-0-0 Zz-o-o � 15-3-8 -10- 3.0.0 15:0-34,0-5-0], 1 .0— — a0— —01, 1-211:0-0-7,04-0], 23.0—.2-010-0-1 4 SPACING 2-0-0 CSE DEAL Plates Increase 1.15 TC 0,78 Vert(LL) Lumber increase 1.15 BC 0.62 Vert(TL) Rep Stress Incr YES V118 0.89 F-Iorz(TL) Code iRC20031TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F F 1.5E *Except* T2 2 X 8 DF 195OF 1.7E, T2 2 X 8 CSF 195OF 1.7E BOT CHORD 1,5 X 9,5 L L Truss Grade WEBS 2 X 4 SPF Stud/Std *Except* 1 2 X 6 DF No. , W1 2 X 6 DF No.2, W4 2 X 4 SPF 1650F 1.5E W2 2 X 4 SPF 1650F 1. Ea VV2 2 X 4 SPF 1650F 1.5E W4 2 X 4 BPIF 165OF 1.5E OTHERS X 4 SPF Stud/Std in Io) I/d efl L/d PLATES GIMP -o, 15-17 >498 240 MT20 187/144 -0.87 15-17 >320 180 Weight: 253 Ib BRACING TOP CHORD BOTCHORD HORD WEBS Scale = 1.57.6 Structural wood sheaftng directly applied or --8 ee purlins, except end verticals. Frigid ceiling directly applied or 5-3-9 oc bracing. I Row at midpt -7 REACTIONS TION (lb/size) 19=2122-/0-5-8 f 12=254/15-3-8113-877/15-3-8p 14=1557/1 - - MaX Horz 1 =1 lod case ) Max Upiift1'=- load case ), 1 _- (load case 10), 13=-1 51 (load case 1 =- . Max Grav 1 =7lod case )r 1 =(Pod case r 13=11 lod case ), 1 4=2828 load case FORE (lb) - Maximum Compression/maximum Tension TOP CHORD 1-2;--0/2007 2 -3z ---2118/0P -4=-2279/01 4-5=-1687/4-31 -7= -10y-1301 P 1 0/2W 2-19--2362194, 10-12=-386/406 B T H D 18 -19= -290/285,17 -18z --.51/17351-16-17=0/1482P 1 -1 = /1482 14-15--326/187,_ - EES5-20=-2611/32, 7-20=-2611/32, -1 7= 0/10 � � �1 --�.�1 �1 01 , 8--1 _-268 '879, -1 = 869/0, 9-13--322510, -17=-394/1 64Y -0=0/0a 2-18=0/1857) 10-13=-406/202p 9-15=0/2231 MOTES 1) [nd- ASCE 7-98; 90mph; h= ft} T DL=4. Psf, B L_ . pst¢ Category 11- E - enclosed- M Fi CSL=1.33 plate grip COOL=1.33, p interiorzone; Lumber True designed for wind lo@ds in the plane of the truss only. For studs exposed to wind (normal to t face), see 1iTel" "Standard End Detail'" T LL: ASCE 7-98; Pf=3 .0 psf (flat roof snow); Exp : Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of rnin roof lire load of 16.0nr f or o Vmeflat roof load of .0 pf on overhangsnor -concis rre.nt with other I ive loads . This truss h2s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_ 7) Cable Stud* spaced at -o-o oe. CeiVng dead load (5.0 pst) on mernber(s). 4-5, 7-8p 5-20P 7-20 9) Bottom chord live load (4o.0 p f) aand add iVonal bottom chord deed load0 10. f a only 1 0Provide mechanical connection � p applied to room. 1-1 cti�on (b others) of truss to hearing plate capable of withstanding 48 lbs uplift atoint 1 393 lb u joint 12, 151 lb uplift atjoint 1 and 348 lb uplift e# joint 14. J , uplift t at 11 Th e i truss is designed n accordance with the 2003 International Residential Code sections referenced standard ANSI/TPI 1 _ R502.1 1, �f end I o .`1 �. end LOAD CASE(S) Standard Trus Tr Q5675 D2 ATTIC STOCK COMPONENTS -IF, Idaho aho Falls, ID 83403, robin -ate 3-0-0 2-0-0 -0- 5-10-4 -10-4 11-4-8 2-10-4 1-- I 3 � Job Reference (optional _b I=CI "I I ZUU3 101 eK IndUStrie r Inc. Mon Noir 07 14, 21 -53 2005 Page 1 13-- 15-7-8 1-1-1 2-1-8 -1 4,rI 1) - 6X8 = 7 RM 2-10-4 -0- --o Scale;-- 1-54.,g 3x10 11 S8 = 10X10 _ -0-0 5-10-4 3-0-0 0 -10- Plate setsX,Y: Ed e,0-5-13 LOADING st TOLL 35,0 SPACING 1--0 Roof Plates Increase 1.15TCL8.0Lurrbr >487 Increase 1.15 BALL 0. Jeep stress I.r 1Code Hnr(TL) 8,0 IRC2003ITP12002BCDL 1b 20 14 13 12 8x1 � 1OX10 _ 5X$ 1 --!-- 1[16:0-3-8, 0-5-01, [17:0-3-80-2-8 - CSI TC 0.99 BC 0.46 WB 4.65 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF +1.E *Eeept� T2 2 X 8 DF1F 1.7F, T2 2 X 8 DF 195OF177F_ BOT CHORD 1,5 X 9.5 LL Truss Grade WEBS 2 X 4 SPF Stud/Std "'Except- W6 'E cept- X 4 SPF 1650F 1. E, W1 2 X 6 DF No. , W1 2 X 6 DF No. W2 2 X 4 SPF 1650F 1.Er W2 2 X 4 SPF 1F 1.5E REACTIONS {lb/siI. e) 18:;--10006/0-5-8, 1=5733/0- - Max Horz 18-457(102d C2se ) Max Uplift12=- load case Max Grav 1 8=1 0051 (load case r 1 =5778 (load case ) 'EFL in (lee) I/defl L/d ert(LL) -0.6514-18 >487 240 Vert(TL) _0.80 14-16 >396 180 Hnr(TL) 0.03 12 n/ n/. BRACING 1 TOP CHORD BOTCHORD 4 -o -o -0- -10-4 -- � PLATES MT20 Weight: 734 lb ' IP 187/144 Structural wood sheathing directly applied or -0-0 oc purlins, except end verticals. Rigid ee it i n g d i reGtl eppl ied or 10-0-0 oc bracing, Except: 6-0-0 oe bracing: 12-13. FORCES (lb) - Maximum Cornpression/Maxim um Tension TOPCHORD 1-2-0/100, 2-3-z-9517/0; 3-4--10000/0) 4-5z-7908/206) 5-6--161/3032, 6-7=-1 47/273 7-21--6631/2201 8-21 =-7727/29, 8-9=-8891/11, 9-10;---548910 T 10-11 =0/1 0, -1 �-8758/0, 10-12;---4983/51 E T H D 17-18=-414/1340,16-17=-237/7801, 15-16;--0/6871115-20=0/68715 14- =0168 1 13-14=0/4833P12-13=-23/674 EBB5-19--10781/440,7-19z--10781/440. 4-1 =v14/2744, -14=0/ 1 , -1 =-� �' / 3 -�1 �- 1 3-+1 =- _r 1 ��438 p -y1 =-47/ 1353, -`17=017042, 10-13=-,l /4375, -14=-8813253 NOTE' 1 3 -ply truss to be connected together with 0.131 " X Mails as toflo s: Top chords connected as folilo : 2 X 4 - 1 row at 0-4-0 oc, 2 X 8 - 2 rows at 0-7-0 oe 2 X 6 - 2 r Bottom chords connected as follows: 1.8 X 9.5 - 2 rows at 0-9-0 o . Webs conneted as follows: 2 X 4 - _I row at 0-9-0 OC. 2) All loads are considered equally applied to alllies, except if noted � � as front (F) or back (B) tae in the LOAD Esection. P1 to ply connections have been provided to distrIbute only loads noted as F or (B), unless otherwise indicated. Wind: ASCE - 8a 90mph, h= tt; T f L=4.8p f; B C L=4. psfx Category l D0L=1.3 plate grip DSL � l; Epp , enclosed; 1 1= interior one; Lumber =�I . 4) TOLL: ASCE 7-98; Pf=35,0 psf (flat roof snow); Exp , Sheltered Unbalanced snow loads have been considered for this design. This truss has been designed for greeter of miry roof live load of 16.0 psf or 2.00 times flat roof load of 35.0sf non -concurrent with other live loads. � �n overhangs This truss has been designed for a 10_0 psf bottom chord live load r- oncon urrent with any other live loads. Ceiling dead lead .0 psf) on member(s). 4-5, 7-8, 5-19p -1 Bottom chord live load (40.0 psf) and ed dltion l bottom chord dead load (10.0 psf) applied only to morn. 4-1 10) Provide mechanical connection by others) of truss to bearinglate capable ,� of withstanding 36 1b uplift at joint 12. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page Job Truss Tr , � Q5675 D2 ATTIC 0 STOCK COMPONENTS -IF-, Idaho Fall , ID 83403, Robin QtY 1 Ply �,. 3 .fob Reference optional 5.20 s Feb 11 2005 MiTek Industries, Inc. Mon Nov 07 14.21:53 2005 Page 2 NOi'ES 12) Load case(s)1, 2, 3, 10 has/have been modified. BuiIding designer must review loads to verify that they are correct for the intended use of this truss. `i 3) Girder carries tie -gin span(s): 12-4-8 from 0-0-0 to 19-5-8 LOAD CASE(S) Standard 1 now: Lumber Increase;z- 1 .15 P P1 ate In r a =1, 1 Uniform Loads Of Vert' 1 -1 =-2 (F=T 4 ! 16 -20z ---306(F--248), 14,20=- , 7-21-- F--501), 8-21 -49, -10=-437 10-11 =-4 3 ? 5-7--51 ,2) L) n b - `- L)nb I S now -Left Lumbe r In r a =1.1 , Plate lncreas=1 1 form Loads (Plf) e rt , 16-18--256(F--248), 1 - 0=- (F=-248), 14-20z---581 j 7-1=-1 5 F=-5 01 t 8-21 z -z:14! -1 O=_a 1 0-1 1=-r -=- Unba [.Snow- Ri ht: Lurnb rIncrease-1.15, Plate Increase=1.1 Uniform Loads pIf Vert: 16-1 == (F=;-248), 16-20---z-306(F=-248), 14- 0=- T 7-21=- (F-- D I )p 8-21 =- 2, -10=-56, 1 -11=- , 5-7--5Attic Floor: Lumber I n .r =11.00, Plate I n re . e 1.0 Uniform Loads plf Vert: 16-18=-256(F_-248), 1 -2 z:- 0 (F--248), 14-20--58, 21— 841 (F=-327), 8-21 =-1 4, 1 O= -8T 10-11 =-8, 5-7--5 12-14--85 1-2=-43; -4=-544 (F=- 01), 4 -5= -550(F --501);5-6=-544(F=-5,01), ), 12-14=-,8, 1-2--565 -4=_557(F= - 1), 4- =-563(F=- 031), 5-6=-557(F=-501), -7=- 0 F=- 12 -14l- ! 1-2=-8, 2-4=-509(F=-501)5 4-5=-51,5(F=-501), - =- G F=- 01), 6-7_-557(F--:z-50j).. 12-14=-8, 1-2=-85 2-4=,835(F=-827), 4-5=-341(F=--327)1 - -- (F=-82 } 6-7=-335(F=-327)-5 1100 1 Truss _� Tr' Q5675 D3 TTI STOCK 1 P ENT .-IF, Idaho Falls, IB 83403, Robin -_0- 2-0-0 i 1 f C- I r) -A_ -10-4 Pe EZ 1 Ply RE_ ,,UNUM E11-7/EJ(I ) 3 Joh Reference o times . 6-.200 s Feb 11 2005 hofiTek Indu tdes, Inc. Mold Nov 07 1421.54 2005 Page 1 _ 11-4-8 13-6,0 15-7-8 21-1-12 5-6-4 2-1-8 2-1-$ 5-6_4 6x8 = h 4-0- 0 27-0- _ 2-10-4 - -o-0 N -10-4 1--1 -o-o -10-- Plate Offsets (X,Y): .0--11--[12:-038 -,0-- 19-7-4 LOADING (psf) TCL 35.0 SPACING -0-0 C511 DEFL in(loc) I/deft (Roof Snow----35.0)�I�to Iror��s �� T ' rf LL) -0.33 15-17 47 T DL 8.0 Lumber increase 1.15 BC 0.54Vert(TL) -0.43 15-17 4 22 BOLL 0.0 Flop Stress Inor NO WB 0.96 Her (TL) 0.02 11 n1a BDL 8.0 Cede IJ00/TPI00(Matrix) LUMBER TOP CHORD 2 X 8 DF 195OF 1.7E *E pt* T1 2 X 4 SRF 165OF 1.2 T3 2 X 4 SPF stud/Std BOT CHORD 1.5 X 9.5 L L Truss Grade WEBS X 4 SPFStud/Std *Except* 1 2 X 8 [F 1950F 1.7E, W9 2 X 6 DF No.2 W2 2 X 4 SPF 165OF 1,5E 1-1-1 -0-o 7-o-0 Lld PLATES 240 MT20 180 nla i btu 727 lb RIP 187/144 1r, C6 C21 -z 1: .C) 1RAIN T P H RD Structural wood sheathing directly ap p li ed or -0-0 oc purlins, :opt end verticals. B T H ORD Frigid ceiling directly ap pl i ed or 10-0-0 oc bracing. REACTIONS (lb/size) 19-968910-5-8, 11 7062./Mechani aI, 15=5503/0-3-8T14=-30810-3-8 Max Horz 1 = 11(load case ) Max Upiifit11-1 (load case , 1 =-• (10 d case ), 1 =- (I d case Maxr 1 =4 load naso . �f )� 1 =7062(102d case 1), 1 = 7 - load case ), 1 = load case 4 FORCES (lb) - Maximum Compression/l a i rrrl ur n Tension TOP CHORD 1-.21-0/1801 2-21 z--0/2333 2-3=-8910107 3-4=-796110 - 5=-7029.25 8-9z---6911/637 -1 0=-6481/385 2-19=-8662/273 10-11=-5634/28 BOT H RD 118-19--525/1483P 17-18_-337'71 � 16-17=-23/5728,15-16=-23/5728P 14-15=-23/5728,13-14=-23/5728, 1 -1 =-23/57281 -1 =- +1 -1 =-1 1/5420, 11-12--9/1033 6-20=-52/911, -1 8_0163604 10-12=-1/4791, 9-13--431590 OTE 1 -Ply truss to be connected together with 0.1 1 "x3" NaiIs as filo .s. Top Chords connected as follows. 2 X 4 - 2 rows at 0-7-0 e" , 2 X 8 , 2 rows at 0-7-0 o - - Bottom chords connected as follows: 1 � , - rows e, � rotes t � - . Woos connected as follows: 2 X 4 - 1 row at 0-9-c) ac, All loads are considered equally applied to all plies, except if noted as front F or h to ply connections have been provided to - � ole B� f� �r� the L,C� ► E�� stun. Ply p distribute only loads noted as (F) or (B), unless otherwise is indicated. Wind: ASCE 7-98; 0rnph; h= ft; T DL= . psf; B DL=4.8psf, Category 11; Esc OL=1.33 plate grip DOL=j .330 an Josad, MWF IRS interior zone; Lumber T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp Q Sheltered Unbalanced snow loads have been considered for this dein. 6) C� This friss as been designed for greater of ruin roof Iia load of 16.0 psf or 2,00 times flat roof load of 35.0 f non -concurrent with other= jv loads. on overhangs This truss has been designed for a 1 .osf bottor•n chord liar p load nononorront with a ny other live Keds. Ceiling dead load (5.0 psf) on member(s). 4-5, 7-81 5-205 7-20 Bottom chord lire load (40.0 pso and additional bottom chord dead load 10.0sf a 1 Ffer to girders) for truss to truss con p piEd only to morn. 15-17, 14-1 , 13-1.4 r-��tror�s. 11) Bearing at'oint(s 19 considers Parallel to grain Value using ANSUTPI 1 angle tor i Fln2it of harm s�rfao.n forula. urllin designer should erifyran page Job Trus Tn 05675 03 ATTIC STOCK COMPONENTS -1 F, Idaho Falls, ID 83403, Robin NOTES .QtyPe j 1 Ply RE - D I 'E�7/FJ(] D 3 i � Job Referenceo tionai 6.200 s Feb 11 200 Mi7ek industries, Inc. Mon Nov 07 14:21.54 2005 Page � � ��i�� mechanical �r�r��i�r� � �tl�r. �f tri � k�rir� plate �.I �� withstanding - � . 1 ) This tniisigned i� accordance Frith the � � � 1� uplift atjoint nt � � Q Id ��Irf� �� j�ir�t 1 �r�d �� plif� of jC) � �. X03 International Residential Code sectionsR502.11.1 and f 0 .10. and referenced standard �: 4) Load case(s) 1 F , , +1 has/ha been modified. Building designer must review loads to verify t �J I�'TF�1 �1. 15) �rd�r carries tie-in span(s): �-�- from 1 --� t� ��t t�i�r �r� correct for �� ir�t�r�e� u of tf�, true. -0- ' 1 -4- from 0-0-0 t 1 - - LOAD CASE(S) Standard 1) Snow: Lumber Ja rs = 1 .15 a PI ate In r . =1.1 niform Loads (plf) Vet 17-19=-264(F=-248), ),14-15--1161 1 -14=-627(F-- 11), 11-13--527(F--51 1-21--86, 2-21z---597(F_-51J), = -511), 4-5=-609(F=-511), --F--11),6-7=-597(F=-511), 7-22=-609(F=-511),8-22=-98,1-1 0L-5-7=- Unbal. no -Left, Lumber In r ase 1.1 , Plate I.n r a =1.1 Uniform Loads ( if) Vert: 17-19=-264(F=-248), 15-17;---364(F=-248),, 14-1 =-11 , 13-14;---627(F=-511), - 6-7;---527(F=-511), 7-2_-(F=-1 1 ), -_-, 8-10-16. -=-1 nb ]. no - Ifs#: Lumber Increase --1.15, Plate Increase= -1..1 Uniform Load (pf f 'pert: 17-19=-264(F=-248), 1 -17=-364(F=-248), 14-15:---j 1 , 1'3-14=-627(F=-511), 11-1 -- Fzz--- 2-21;---527(F;---51 4-5=-539(F=-511), 5-6=-527(F=-511), -7=- (F=- 11), 7 -22= -635(F_' -51j),8-22--1237 -1 0--1 1 I , 5-7=-1 0 10) Attic Floor. Lumber Inca. =11 , 0, P12te Increase=1. 0 UnIform Loads plf) `pert: 17-19--,264(F--248), 1 -17-- 4(F-- 4 )t 14-15--116P 13 -14 -450(F --334) 11-13--350(F--334),=— =- ), 0( 334), -7z- 0(F=-334)1 - =- (F=- 4)x 8-22z---28, 8-10-116, 5-7-10 J o e -truss Q5675 p4 T' ype FF TRUSS STOCK COMPONENTS -IF, Idaho .Fa[isl ID 83403P Roblin 0 -- 14-0-0 Pag 4-0- Qtv I Ply---FRF- 1 --FRF 1 1 1 tL 0 N D R I E/1I 7/EJ(I_d)I I IJpb Referen tionaJ�- . F i1 Uub 1A i ek mdustries, Iric. Mon Nov07 14:21,,55 2005 _4-4 27-0-0 6-4 - _4-4 6-7-12 64 6x 18 Pg I 6x1 = Scale = 1:55.4 48 � m 14 13 12 11 �- 6-0-0 a �. 14-0-o -4- 27-0-0 17 date Offsets. -1 aO=2-81, L ',q- - , - - 4 0-3-01 LOADING (psf) TOLL 35.0 SPACING -0- S1 DE FL i n (I ) I/d aft L/d PLATES P l,TE GRIPHonf Snow -35.0) flat Increase1.15 T rtLL -0.55�0-1 4 240 T 187/1 44T CL 8.0 Lumber Increase 1.1 2C 0,63 rt(TL) -0.8510-12 >374 180 E LL 0.0 Flap Stress In r YES WB 1 .00 Harz(TL) 0.02 9 n/ . nta BCDL 8.0 Code I 003ITPf 00 (matrix) LUMBER - TP CHORD 2 X 4SPF 165OF 1.E *Except* BRAINTSE HCFD E T CHORD 1.5 X 9.5 L L Truss Grade BOT H 1 D `EBS 2 X 4 SEF turd/Stud '*Except WEBS 12 2 X 4 SPF 1F 1.5E, W1 2 X 6 DF HCS_ JOINTS 1 0 2 X 4 SIF 1650F 1,5E, x'`11 2 X4 SPF 1650E 1.5E REACTIONS I hl iz) 9=22421Mechanical, 14=2423/0-5-8 - Max Horz 14= (load case 7 ) MaxGray =4(luad case ). 1 4 -.load case ). CS Structural wood sheathIng directly applied or 4-5-5 oc purlins, except end Verticals. Frigid ceiling dirOCtly 2pplied or 5-8-13 bracing. I .how at midpt 8-93' 15-16, 16-17 Rows at 113 pts 9-18 1 Brace at Jt(s): 151 +1 FORCES (1h) - Maximurn CompressionlMaximum Tension TOP CHORD 1.2-01200, - =-2350/07 3-4--257910, 4-5z---2062/0, 5-6--707/568, - -468/ 670T 7-8=-217/485 9-17=-426/414 8-17=-408/78, -14--2567/36 1 T .H D +1 -14=-278,(1 68, 12-13=-1 111 1, 11-12=-1 /1803 r 10-11 =-1 /1 WEBS 4-12�0/960. , 1 942/2463' 2-13- 0/203311 5-15=-2445/0, 15-16=-3255/328, 1 -1 =-3255/328 17-18---z-1475 4287 -1 =-990/C, 3-12=-229/2987 7--17=-342/15007 10-18=0/1 80 7-15--3421833P TE Wind: ASCE '-98; 90mph; - _ p � _ � a _ h- ft� T C L--43' f; B DL -4. f• Category 11; Exp ; enclosed, € WFI . interior on DOL=1. plata grip DOL=1. . r Lumber her T LL: ASCE 7-98; Pf= _0 p f (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater~ of rein roof Imre load of 20.E psf or 2.00 ti nor -concurrent with other live loads. flat 3'f fad _0 psf an rhr Provide ad qu2ta drainage to prevent water ponding. This tares has been designed for a +10.0 p f bottom chord live load non concurrent with any other live load. Ceiling dead load (5.0 p f) on member(s). 4-5, 5-15p 15-16, 1 -1 s 17-18 Bottom chord I ive load (40. 0 p f) a n d add ition l bottom chord d e d load1 . 0 f Refer to girder for truss to truss� P � app f� d �� t� room.. � -� 10) This truss is designed in accordance with the 2003 Int coati o na.l Residential Code sections referenced standardANSI/-FPI 1. . � 1.1 �� R802.1 �� r� LOAD CASE(S) Standard Job Truss Tri =Pe x.5675D5 OO TRUSS TOC PONEI T -lF, Idaho Fall k ID 3 0� , Robin - k 0 1 � � i Job Reference o tional .200 s Feb 11 2005 MiTek Industries, l roc. MoN—OV-0-7 —14:2-1-'56 2005 Page- I L-2-0-0 - -1-1 12-0-019-4-4 4 -u -1 �-4 I -4-4 7--1 5X8 _ Sale = 1:50,6 ,5 A II 6X6 _ F, _ f k 12 11 10 9 a 3X4 11 3,x 8 A= 3x4_ W_ 4A 11 -1-12 P I a t C Offsets l[4:0-4-070-1- 7: E ,0- -1'0-3-8,0-1 - jr -4 -4-4 L:LL 35.0 i ... �-...,.�� -u�u �.a� UtFL in (lac} Roof Scow=35_x} Plates Increase 1.15 7C 0.92 Vert(LL) -0.47 7-8 TCDL 8.0 dumber Increase 1.15 BC 0.36 Vert(TL) -0.15 7-8 BOLL 0_0 Rep Stress Ince YES WB 0.68 Horz(TL) 0.03 7 BCC3L 8.0 Code IRC20031TP12002 (Matrix) LUMBER TOPCHORD BOT CHORD WEBS X 4 SPF 1650. 1,5E *Except* T2 2 X4 SPF 21OOF 1.8E X 4 SEF 1650F 1.5E X 4 SPF Stud/Std *Except* W8 2 X 4 SPF 1650E 1.5E, W6 2 X 4 SPF 165OF 1.5E W6 2 X 4 SPF 1650F 1,5E7 W1 2 X 6 DF No,2 REACTIONS TION (lb/size)=1349/f l hani al, 12=1565/0-5-8 Max Horz 1`=(load case 7) Uplift =-14 ro d case ), 12=-1 load case ) Max Gray 7= 1 41oad case , 1 ; 1 1 (load case ) BRACING TF" HI[ BOT FAD I/def1 999 >999 n/a —To s L/d 240 180 n/ PLATES MT20 Weight: 148 Ib GRIP 197/144 tru tura) wood sheathing directly applied or 2-2-0 purlins, except end verticalls. lied ceil,ing directly applied or 10-0-0 oc bracing, Except-, -0-0 oc bracing: 12. +1 Row at midpt 6-79 4-81 _ FORCES E 1b Maximurn Compress'lore/Ma imum Tension TOE CHORD 1-2-0/200, 2-3=-1 621 /587 -4,-1309/1 , 4-5--997190,5-6=-992/89, 606/169 7 2-12=-1 759/155 +10--111 / 1, 8-9=- 111 f981 , - =-3141 WEBS -11 �-206/64, -10=-510/1 , 4-10=-27/462,, 4-8=-481/97,1251 1 1 131 NOTES 1) Windo ASCE 7-98; 90mph h= ft-, T DL=4. p f: R DL=4. p f-, C8tegory II- F �-1 enclosed MWFRS interior gin ; Lumber L=1. p late g rip DOL^ 1.33. TOLL: ASCE 7-98; Pf-35.0 p f (flat roof snow); Exp ; Fully Exp. p Unbalanced snow loads have been considered for this design. 4 This truss has been designed fGr greater of ruin root live load of 20.0 p f or 2.00 firnes flat roof non -concurrent with ether live loads. 1�� f �.� p f �� overhangs Provide adequate drainage to prevent water ponding. This truss h2s been designed for a 10,0 psi bottom chord live load r- onconu rr nt with Refer togirder(s) for truss t truss connections- 8) onn ctions- n other ii o loads. Provide mechanical connection (bar others) of truss to bearing plateable of th tan i at joint +1 p n 140 lb uplift atjoint and 1Ike uplift ) Thi's truss is dined in accordance with the 2003 International,.ti Residential dr�l odeti onR502.1 1.1 and R802.1 0 .2 and referenced . tandard AIDS 1oFFP1 1. LOAD CASES) t2ndrd 0 Jou Q5675 Truss Tr p ROOF TRUSS STOCKMPONE T -1P, Ida6c Falls, ID 83403, Robin 2 4x 10 -1-12 B-00 i MWA 3 3x.6 - 14 13 3x4 " 45 -12 k � _ -1-1 Folate Offsets X, L14:--Eg 4 1-0- 6G 1 3x4 4 � TLS k -ST) . SPACING -0- �CSI � (Roof r ��. � �Increase Plates 1.15 TC �, TDL Vert(LL) Lumber Irirea 1.15 � 027 BCLL 0.0 Rep Stress Incr YES WB 0.69 E CCL 8. d I B rF I (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E ES T CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SEF -Stud/Std *Except* W8 2 X 4 SPF 1650F 1.5E, W6 2 X 4 SPF 1650E 1.517 W6 2 X 4 SEF 1650F I�5EF W6 2 X4 SPF 1650F I - 5E W1 2 X 6 DF No.2 M Pik/ F F L1I1'E1 Job Reference ctionaal� .200 s Feb 11 2005 MiTek I nd u trie ., l nc. Mon Nov07 14,21:57 2DF� - 1 3A 5 5 11 3x4 15-6-4 21-2-4 3 -- ME 1. 5x4 10 9 3x4 �s 6x 10 NEP 1-- -- - -0 -9-1 BRACING TOFF H R D ET H[ REACTIONS TIO lb/ i. ) _ 1349/M hani ail, 14=1565/0-5-8 Max How 1 = (load case Max U PI ift =-1 8 (load ca se 6), 14=- 1(load case Max ra 8=1788 (l o d case , 1 1677 (load case FORCES (1b) - Maximum Cornpression/Maxi rr um Tension TOP CHORD 1-2=0/20C), 2-3=-1 476/75, 3-4=-1,380/118P 4-5=-1 38011 5-6---z-1 014182, 2-14=-1 628/150 BOT H OF D 13-14=-202/587 1 2-13=-1 74/11255 11-12--120/11151 WEBS 3-13=-282/46, 3-12=-344/189, 4-12z---48/333} -11=-229145 ,11=- 1 7-9--137/1688t 2-13=-411154 Weight 155 ib GRIP 1971144 Scale - 11:49.6 5x6 _ 7 8 3x4 Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 bracing: Except: .8-0-0 oc bracing: 13-14. 1 Row at mi dpt 7-87 4-117 5_9P - NOTES 1Wind: ASCE 7-98, mph, I ftr T DL, .8p f, B DL -4, p f, Category 11' E ' D L=1. plate grip DOL -1. a enclosed; d, M FI rrrt rr r Lumber TCLL: ASCE 7-98; Ef= 35.0 psf (fiat roof snow)- Exp ; Fully Exp, �.. nbal ncecf now loads have been consideredfor t� i design� ,. 4) This truss has been designed for greaten of min roof l ive load of 20.0f . 0 ' non -concurrent with other live loads. p or trrr� ff�f roof fid f .� p f �n overhangs Provide adequate drainage to prevent waterpand i n. Thi s truss Nss been designed for a 10.0 p f bottom chord I Ive load non,con ur rnt with any othr I We loads . Refer to girders) for truss to truss connections. Provide mechanical connection (by others) of truss tobea ri n platecapable �f � - at joint 14.�thtnI 188 115 uplift tjoint and 125 lb uIrf This truss is do igned in accordance with the 2003 International Residential referenced standardANSI/TPJ 1. LOAD CASE(S) Standard 10 DEF! in {foc} ildefl Llcf PLATES Vert(LL) -0.07 9-11 X599 240 MT20 Vert(TL) -0o12 9-71 X999 180 BRACING TOFF H R D ET H[ REACTIONS TIO lb/ i. ) _ 1349/M hani ail, 14=1565/0-5-8 Max How 1 = (load case Max U PI ift =-1 8 (load ca se 6), 14=- 1(load case Max ra 8=1788 (l o d case , 1 1677 (load case FORCES (1b) - Maximum Cornpression/Maxi rr um Tension TOP CHORD 1-2=0/20C), 2-3=-1 476/75, 3-4=-1,380/118P 4-5=-1 38011 5-6---z-1 014182, 2-14=-1 628/150 BOT H OF D 13-14=-202/587 1 2-13=-1 74/11255 11-12--120/11151 WEBS 3-13=-282/46, 3-12=-344/189, 4-12z---48/333} -11=-229145 ,11=- 1 7-9--137/1688t 2-13=-411154 Weight 155 ib GRIP 1971144 Scale - 11:49.6 5x6 _ 7 8 3x4 Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 bracing: Except: .8-0-0 oc bracing: 13-14. 1 Row at mi dpt 7-87 4-117 5_9P - NOTES 1Wind: ASCE 7-98, mph, I ftr T DL, .8p f, B DL -4, p f, Category 11' E ' D L=1. plate grip DOL -1. a enclosed; d, M FI rrrt rr r Lumber TCLL: ASCE 7-98; Ef= 35.0 psf (fiat roof snow)- Exp ; Fully Exp, �.. nbal ncecf now loads have been consideredfor t� i design� ,. 4) This truss has been designed for greaten of min roof l ive load of 20.0f . 0 ' non -concurrent with other live loads. p or trrr� ff�f roof fid f .� p f �n overhangs Provide adequate drainage to prevent waterpand i n. Thi s truss Nss been designed for a 10.0 p f bottom chord I Ive load non,con ur rnt with any othr I We loads . Refer to girders) for truss to truss connections. Provide mechanical connection (by others) of truss tobea ri n platecapable �f � - at joint 14.�thtnI 188 115 uplift tjoint and 125 lb uIrf This truss is do igned in accordance with the 2003 International Residential referenced standardANSI/TPJ 1. LOAD CASE(S) Standard 10 Jot ` Truss Tr 7 ;iQ r p uf ROOFTRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin -2-0-Q_� 4-1-12 _�_ 8-D-0 14-2-4 2-0-0 4-1-12 3-10-4 6-2-4 6X6 = Ply F - ID I E/I 1-7/EJ(ID) 2 Job Referem 6.200s Feb11 2005 MiTek nd tri a Inc. Mori Nov 07 14-21 : 7 2005 page I 20-6-4 -- 4 1.5x4 11 -o-o --1 SC -ale - 1:49.5 5X6 = 14 3x4 1 4x4 J 12 11 6x6 - 3x4 4-1-12 3-10-4 date Offsets Xr : : - - P -1- r 4-0-3-4,l; L IN p f)r -- 14-2-4 TCLL 35.0 I1defl L/d orf"A rlu 1 -V -O CSI (Roof Snow -35.0) MT20 Plates Increase 1.15 TC 0.59 TCDL g_p 0.02 8 Lumber increase 1.75 BC 0.51 BCLL a,p� Weight-. 333 lb Rep Stress Incr NO }Ng 0,97BDL 8.0 Code IRC20Q31TP120{]2 {Matrix} LUMBER TOP CHORD 2 X 4 SPE 1650F 1.5E BOT CHORD 2 X 6 DF 1 o.2 EBS 2 X 4 SPF Slug/Std REACTIONS (lb/size) 8=26641Mechanical, 14-2369f0-5-8 Max Hort 14=110(foad easy 7) Max Uplift$--479{load case 6),,14=-388 (load case i) Max Gran 8-2911 load case 3), 1 4-23gg(laad case 1 ) -4 10 9 8 4A 5X10 A 1 N= 27-0-0 --1 DEFL -in I-oo) I1defl L/d PLATES GRIP Vert(LL) -0.09 11-12 >999 240 MT20 Vert(TL) -0.1 11-12 >999 180 Hor (TL) 0.02 8 n/a n/a Weight-. 333 lb BRACING T P CORD Struotural wood sheathing directly applied or 6-0,0 ,0 0 urfin � except end' verticals. OT H RD Rigid ceiling directly pp li d! or 10-0-0 0o bracing, Except: p -0-0 o bracing,. 13-14, WEBS 1 Row at raid pt -8 FORCES Ih) - Maximum Camp re i on/Ma i mum Tension TOP CHORD 1-2::=0/9(37 2-3=z-255814251 3-4--30951547, 4-,5=-3116/529,5-6-22B2/380 7-8=-2385/373, 2-14=-2284 ' (388 E T J' --I D 13-14=-90/124, 4, 1 -1 =-388/207771i-1 =- 1/2575} 10-11 =-529/30=-529/3115, ''� EDS3-13=-8771171; 3-12=-153/781 4-12=-256112315 1 �f -�" �� 4-1 J =-109/ -1 1 =-215f9685 5-9=-1 195121 p 6-9=-140/247 7-9--53913215., -1 =-327/210 MOTES 1) 2 -ply truss to be connect d together with 0.1 1 "'x,3 "T Nai is as follow. Top c;hords connected as f0110 : 2 X I row at 0-9-0 0C. Bottom, chords connected aS follows: 2 X 6 - 2 rows at 0-9-0 o. Webs connected as follows: 2 X 4 - 1 row at O� -0 cc. ) SII loads are onldr quaii applied to all pil pt if noted as front (F) or back. (13) face in the L D 3) E(S sectio. Ito ply connect ons have been provided to distribute uta �n� load noted a (F) or Motherwise ini td.ASCE-; ph; h - ft, TCDD= . p f; E DL=4.p f; Cat oIIEppiniWind. - a COL=1 _.plate grip DOL -1 A osed, MW.FRS interior zone; Lumber 4) TOLL: ASCE 7-98; Pf-35.0 psi (fiat roof snow); E r!�en�� p , Fully Exp,nh�f� oar Joad have been considered for this design. This truss has been digned for greater of rnrn roof live load of 20.0 p f C)r 2.00 times flat roof load of 35.0 p f on overhangs non-colneurrent with ether live loads. Provide adequate drainage to prevent grater- ponding. This truss has been designed for a 10,0 pf bottom chord live lead nonooncurr ant with any other live loads, Refer to girder(s) for truss to truss onne tion .. 1 0) Provide mechanical connection (by others) of truss to bearingplate capable t joint 1 4�Ftht n �n i h ul rt jcir�t and lid pal i 11) This truss is designed in accordance with the 2003 International Residential referenced tand2rd I TpI 1. de trot F _ 1.1 r`a 1 .1 n Girder12) carries hid end w1th 0-0-0 right i� t - - �' a � lift side setback, and --0 end setback. Continued on page CM r i T Job Truss Tr P — oty PW --TRE _ D RIVE/I 1-7/FJ(1 D) Q5675 D7 I ROOF TRUSS 2 f STOCK111 T -f F6 Id l Falls, I _. mob Refer -enc g tignal a 07 14:21.,57 2005 Fuge NTS 1Hanger(s) or other connection device(s) shall be provided suffi6ent tSupport concentrated d ]od(s) 884 I b down and 183 Ib up at 8-0-0 on bottom chord, The design/selection of suchconnection device(s) Is the responsibility of others. LOA[ F() Stannard 1) Snow: Lumber Increase=1.1 r Prate Increase -1,15 Uniform Loads (pIf) Vel: 1-2=-43.,24=A31 -14=- ,, -1 =-'1 F' -a1 4 Concentrated Loads Ib � Vert, 12=-884(F) Job Truss TrL pe Q5675 El ROOFTRUSS STOCK 1 1F Ei T -JF, Idaho F CI , f [ 83403, Robin - -i 4-3-15 6X6 = 3 -0 2 Job Reference otiona 6,200 s Feb 11 2005 MiTek Industries, Inc. Mon Nov 07 14-.21:58 2005 Page 1 18-10-01 _--0 -- 4-8-0 1-6-0 1-10_ 4-9-0 3X8 _ 1 a 5 4 11 K 4 15 14 13 8x12 = 3x12 ` 3x6 11 12 x4 11 4X4 3X8 _ 6X6 8.00 _J 118-10-0 20-8 --0 y : - 3-5,Ed, :0- - 7�d9L, {E-1-1aa9-3-8,o-i-81,-3-410-3-81 -- , l TLL V 35.0 in (1oc} SPACING 2-0-0 (RoofSnow=-35.0) -0.1113-14 Plates Increase 1.1 TCDL 8.0 X999 Lumber Increase I a1 BCLL 0.0 ° Jeep Stress Incr t B DL 8.0 Code IRC2003/TP[2002 LUMBER T P H RD 2 X4 SPF 165OF 1.5F- BOTCHORD 2 X 6 DF No.. WEBS 2 X 4 SIF StudlStd `Except" W12 2 X 4 SPF 1650F 1.5E CSS TC 0.38 8 C 0.57 WB 0.87 (Matrix) REACTIONS (Ib/size) 1= 1 1 1e hani f, = 1 /Me han[cal MaxHarz I= 17 1 o d case Mex U pl ifil! l =-360 (I oad case , (i ad case ) Max Grav 1 � 4(F ad ease . )} = (> ad case aEFL in (1oc} dldefl Ud Vert(LL) -0.1113-14 X999 240 Vert(TL) -D.1713-14 X999 180 Horz(TL) 0.04 9 n/a nla BRACING TOPCHORD BOTCHORD PLATS .T0 Weight: 301 lb GRIP 197/144 -Scale = 1:44-4 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. lied cei1in g d1r+e t1 y app1i d or 10-0-0 oe bracing. FORCES (1b) - Maximurn Compression/Maximum Tension TOP CHORD 1-2=-5640/564P - =-4742/525,.-4�-44671524,4-5x44621523, 6-7=-3844/446p, -8 7-8=-40061426 0 2 8-9--3164/32.8 BOT CHORD 1-1 =-6 01 /4538' 14-1 =- g 1 /4538, 1 -y14=-511 / 1 -13' 49 9/3893:p 11-12,=-53014284, 10-11=-336/3202 -10=-71/506 WEBS -1 _- 1x`596, 2-14=-853/151, 3-14=-150/1302,3-13--193/1210,- = -691/128, 5-13--119/87015-12---1177/169P 5-11;---42/126, -11=-1 66142$ 7-11--276/20321 -10=-71121, 8-10--339/2884 NOTES -ply truss to be connected together witn 0.1 1 -X,3" Jails as fo l e : Tod chords connected as follows: 2 X 4 - 1 raw at 0-9-0 o . Bottom chords connected as follows, 2 X 6 - 2 rows at 0_9_0 0C. Webs connected as follows- 2 X 4 - 1 row at 0--0 0. 2) ►11 loads are considered equal,ly applid to all plie� except if noted front p int or baB) face in the LD E(S) sect'lon. PJ O Ply connections onCestiois have been provided to distribute en l loads noted as (F) or(B), unless otherwise indicated.Wind., ASCE 7-8; 0mph; b=f; TD -L=4. pf' E �L�4.pf tee I�; �p a enclosed; MWFRS interior ore; Lumber DOL=1.33 plategrip DOL -1.33, 4 T LL: ASCE 7-98; Pf=35.0 p f (flat roofno ; E F Unbalanced �� p • � Fully �' cad snow loads . have been considered for this drainage deli n.Provi e adequate toprevert ter p�ndi�g. 7 This truss has been designed for a 10.0 p f bottom chord live load non oncurr t F efe r tri girder( for truss t tru onn ti n � with r other live loads, ) Provide mechanical connection b other) of truss to bean Int at joiint . -capablefwithstanding 1b lift t nt and Ib uplift 1 g) Thi. truss is designed in accordance with the 2003 Intrnti - r��1 FeiJenfiaJ Code sections R502.11.E end F0.1 g.2 and referenced standardANSI/TPI 1. 11) Girdercarries ti 4n spar (s): 8-0-0 from 0-0-0 to 25-5-0 .DAD CASE(S) Sf�dard antinue on page W '7 co r L1.2 Job Truss Tn pe Qty 05675 El ROOFTRUSS STOCKMP f E lT -IF, Idaho Falls, ID 83403} Robin Wj Job, Referenceq Pion l IL 6.200 s Feb +11 2005 MiTek industries, Inc. Mo -n —Nov 07 14°21: 2005 Pag2 LOAD CASE(S) Standard 1 Snow: Lumber Increase= 1. 1 , Plate Increase=1.15 Unfcrm Loads Cf) =- -7=-86.0 7- =- ; 1-1 2_-163(F=-1 r 11-12=-1 F=-1 7 = -_ Job Tru s Trp Q5675 E10 R001- TRUSS STOCK PONE NTS -I F, Idaho Falls, ID 83403, robin (7,3 L-72-0-0 -o- 410 -,;- --7 -- 8-0011-2 3x5 4 4 S o 1 Ply +RE' _' LONbRiVE111-71EJ(ID)R 1 r ,fob Reference optional 6.200 s Feb 11 2005 MiTek Industries, Inc_ Mon Nov 07 14::00-o Page U110 MT18H 5 M 13 12 11 10 9 3x4 II 3x8 = 3x4 _ 3x8 3X6 _ M e o--0 6-8-7 3x6 6 1.5x4 Scale = 1.55.2 6x10 7 I 0 oo - -0 -- -- PCato Offset X,14:0-5-43.0-1-011 � r 7:0-3-5, Edge , �, ��- - -� _ — - _ 1� 1 LOADING (psf) TOLL 35.0 SPACING -0-0 C31 D EFL in NO Udefl L/d Plates Increase � J� SITE IF' ( Roof r� o , . 0 T 0.5 9 Vert(LL -0.1 - 240 MT20 197/144 T DL 8-0 Lumber Increase 1.15 BC 0.73 Ve rt (TL) -0,24 7-8 >999 180 MT BCLL 0.0 Rep Stress I n r YES E H ori TL 0_ 1 H 197/144 B DL.0 Code 1 . 0 /TP1 00 (Matrix) - _ Weight-,. 154 lb LUMBER BRACING T� TPHiD 2 X 4 DF40OF.0E TOPHDi truturl wood sheathing directly applied or 3-8-11 0c purlPns7 EBX 4 1�F Stud'/Std �Ece f* �� end Vrt�ls. � � oT H FD Rigid ceiling directly r 10-0-0 bracing, E�e t: W6 2 X SPF 1 O F 1. E, '�' 1 X DF i o,�' W2 2 X 4 SPF 1650F J1. E ��'- bracing. 12-13. WEDGE EE Right: X 6 DIF No.2 REACTIONS (Ib/size) 7-1538/I echanioal, 13=175210-5-8 MaxHort 1 = Io d case ) Max U p lift =- 1(load case ), 113=-1 0 cad case 7 Max Greg ;7- 0 Ioad oz.s ), 1 = Io d case 1 New at micipt 4-11, 4-105 -1 FORCES (1b) - Maximurn Cornpress ion/Maxi rnum Tens -ion TOP FORD1- - 01200 } - 0 1 t 4= -1 95 2. 11 , 4- = -1 /1 f - =- Lj 1 ) 6- = -1 011 } 0 } -13 _- L l fBC�TfHD 1 _1 11/L11-1 =-1 10-11`-991J } "2 " EB -1. -4 1/ , -1l--164/265,4-`1�-4 / ,4-1 --249/521, -10--5/36 -1 -f , 243 2-12=-37/1735 TOTE 1) Wired: ASCE 7-98; 0r-nphp h= ft; T DL_=4. Psf; E DL -4. psf; Cafe 11; E ' enclosed; DL=1 . plate grip DOL -1.33. a Iter r��o; Lumber TOLL: ASCE - 8T Pf-35.0 p f (-flat roof snow); E ; Fully E Unbalanced snow loads have been considered for this design - 4) This trusshas been designed for greater of miry roof live load of 16.0 p f or 2.00 tames flet roof load of 35.0 psf on overhangs non -concurrent with other live loads. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with All Plates are 1T 0 plates unless otherwise indicated, � any ether lige loads. Ref er to girders) for truss to truss connections. 9) Provide mechanical connection ether truss to bearing plateable of withstanding , joint 13. � � 1 I h uplift � �t � i nt 7 and 1lb uplift at 10) This truss is designed in a cord 2n e with the 2003 International Residential Cade recti ons referenced standard 1 ITP 11. . � � .1 �� 1 � .1 �. and LOAD CASE(S) Standard C) J00 Trus, sQ5675 1E11 TRUSS STOCK C PONE T -lF, Idaho Falls, ID 83403, Robin T -2-0-0 5-$-7 Pl 1 f C I E/11 -7/E,1 ICS l Joie RsfereqgILog r� I 6.200 s Feb 11 2005 MiTek I nd usfrie , inc. _56—P Nov 07 1-422-0-2 200 Page 1– 2-0-0 5-8-7 7-3-9 2-8-0 7-3-9 5X8 —0- 5X8 _ 6X10 T1 8 H 4 - -7 Scale = 1=.4 13 12 11 10 9 8 6X10 3x4 f 4x10 _-y,4 = 4x8 = 3X5 = 1.5X4 11 5-8-7 13-0-0 -- --- Flats Offsets X, [4:0-4-02,0., L[IH Pf TOLL 35.0 (Roof S now -35.0 ) TCDL 8.0 PCLL 0.0 BCDL 3.0 SPACING 2-0-0 Plates Increase 1.1 Lumber Increase 1.1 Rep Stress I n r 'SES Code I IC 0/TP l0 0 LUMBER TOFF CHCS 2 X 4 DF 240OF .DE BCTCHORD 2 X4SPF 1650E 1.5E WEDS X 4 S IAF Stud/Std *Except- "1 2 X 6 DF NO2 WEDGE Right: 2 X 6 CSF No.2 CSI TC 0,80 EC 0.81 W13 0.97 ( Matrix) REACTIONS (Ib/size) 7=1538/Mechanical, 13;--1752/0-5-8 Max Hor 1 = 4 (Io .d case Max Up1ift7:;--- (load Case ), 13=--1 63 (load case M2x Crav 7=1 938(load Ca ), 1 = 14 load case ) 22-11-9 Qty 1y1- -- ! DEFL in (10 Ild fl L/d Vert(LL) -0,21 - 240 e rt(TL) -0.34 7-8 >999 180 Har (TL) 0.08 7 n/ n/a BCCIN TOP CHORD BOT CI ORD -- PLATES TO IIT 1 8H Weight: 1631b IP 197/144 1 97/1 44 Structural wood -sheathing directly applied or 3-2-10 or, purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: pt: 6-0-0 oc bracing: 12-13, 1 Flow at midpt 3-115 4-10, -10 FORCES (lb) - Maximum Compression/Maximum Tension T JX CHORD 1- =0/200, - =-2042/1 4, - =-1657/1. 4* 4- =-1290/1 , - =-1837/15 , -7=-2889/1 -�1 130TT CHID 12-13--2261269P 1 1 -1 =-1 /1 1 0-1 1 _-/1 �f 5 .� p�1 � 8/2179 WEBS 3-12;---337/7.3,3-11=-478/130x4-11=-28/36274-1--450/61675-10=-58/636,6-10=-l096/17676-8=0/300, 2-12--27/1612 1 --27/1612 NOTES 1 ) Wind,- ASCE 7-98; mph; h-25ft; TC L=4. p f; B C DL�4.8p f f Category 11; Exp C; enclosed; MWFRS interior DOL=1.33 plate grip DOL 1. . � Lumber r TOLL ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp C; Fully Exp. Unbalanced snow loads have been Considered for this design. 4) This truss has been designed for greater of rri in roof live load of 16.0 psf or 2.00 times flat roof load of non -concurrent with other live loads, �.� p f �n overhangs Provide adequate drainage to prevent water ponding, This truss has been designed for a 10.0 p f bottom Chord live load noncon u rr nt w1th any other live 7 All plates are '1T 0 plates unless otherwise indicated. loads. Refer to girder() for truss to truss connections. Provide mechanical onnecb-on (by others) of true to bearing plate able of withstanding i A joint 13. p Ib Uplift acrtn 1 Ib uplift t 10 This truss is designed in accordance with the 2003 Int rnatlon l ResidentiaJ Code section referenced tand rd NS TPI 1. .111 n� 1 � .1 and LOAD CASE(S) St2ndard Job Q5675 STOCK Truss �E1 Tri _VP F� TRUSS COMPONENTS -IF, Idaho l` @ll ,1 D 83403 , Robin it -2-0-01 7-3-1 -- 7--1 Qty PI _RE'- _, % L NDRIVE/1 1-7/EJ [ R 1I 6,200 S, Feb -0-4 6x8 MTI BH = 4 Job Deference (2 fiagg �1 2005 MiTek Industde , Inc. Mon Nov 07 14-2Z03 2005 Page 1 24-11-7 12 11 10 9 a 5X10 X10 _ 3x8 _ 3x4 = 4A 7--. 7-3-1 Plate Offsets X,' : 7 0 .1 Ed is 'I ; 0-3-8 r - - 14-4-0 7-0-4 LOADING (psf) (Jo) I/defl L/d TCLL �5•a SPACING 2-0-0C51 999 (Roof Snow=35.0) Platys Increase 1.15 7C 0.92 TCDL $-a Lumber increase 1.'f 5 BC Q.61 0.07 0-0p RiBCLL Stress Incr YES WB 0.77 BCDL 8.0 Code IRC2�QD31TP12Q02 (Matrix) LUMBEJ TOFF H RD BOTCHORD WEBS - 30-8-0 11- 8-4-7 [TEFL in (Jo) I/defl L/d PLATES GRIP ` rt(LL -0.16 7- 999 240 MT20 197/144 Vert(TL) -0,33 - 180 MT1 8H, 197144 Hor (TL) 0.07 7 n/ n/a Weight: 144 Ib Scale = 1-Sfr 7 X 4 SPF 1650F 1,5E BRACING 1`P' HD Structural�� X 4 SPF 1650E 1.5E d sheathing directly applied or 2.2-0 oc purlins, X 4 SEF StudlStd *Except*except end verticals. BoT H RD Rigid ceiling directly applied or 10-0-0 oo bracing,E t: -0-0 oc bracing: 11 -1 . WEBS 1 Row at midpt 3-+1 Oy -1 REACTIONS Ib/ iz 7=1538/Mechanical, 12=1752/0-5-8 MaxHorz 1 =load case ) Max Upiift7=- (load case , 1 =-1 7(J ad case Max Gray 7=1 le d case 3), 12-2066(l cd case FORCES (Ib) - MaxiMUM Cornpr ion/Maximurn Tension TOPCHORD +1- =0/20 C)} -3=-1 /l .l 7 p 3-4-- `i 480/+1 , 4- -1421 x'178, - =- 10/1 -7-- ET HCS 11-12-- 1., 1 -1 �f --/1 41 - = fr ��f'''`�� [�}y ��'yj, J{ r ('''�,� 2841/15T 2-12=-2001/201 l ` 4 1 X1103, 8- = F 1 6037 - - r 1 8 WEBS 3-11--171 il 1, 3-1 =-695/149, -1 =-94/9388 5-10;--- 1022/17 5-8--47/693, 2/149, 2 2 81 NOTES 1) Find; ASCE 7-98; 0rnph: h= ft; T DL -=4. p f; E [ L=4. p f# Category II• E ; enclosed; I'�I"F rnt�ri�r�r� DOL -1.33 pl ate grip DL=1.33 a p � Lumber TOLL: ASCE 7-98; Pf:T--,0 p f (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. 4) Th is truss has been desig ned for greater of ra in roof I ive load of 1 . f r 2.00 t! m flat r non -concurrent with other lave loads. � ��f I��d � ,� p f � � rh�n This truss has been designed for a 10.0 p f bottom chord live load non on urr nt with any other. All plates are MT20 piat unless otherwise'Indicated. i iso loads. 7) Refer to girder(s) for truss to truss connections. Provide mechanicsl connection (by others) of truss to ho rir� plate o able of rith t n joint 1 p dingy ! upliftt joint 7rd 1 Ih uplift: This truss is designed in accordance with the 2003 International Residential Code sections 0. 1 1.1 and R802.10.2 and referenced standard ANS I/TPI 1. LOAD A E( ) St@ndard Jot ITruss Ta p '05675 E13 ROOFTRUSS STOCKF f T -I F, Idaho F_ I, ID 83403, Robin 04 .a t im 6_5-2 -- I. P1 i RE -ON DRIVE/11-7/EJ(1 D ) J Jab Reference optional 6.200 s Feb 11 2005 MiTek Industries, Inc. Mon Nov 07 14:22;06 2005 Page 1 -1-10 1-9-4 6-2-8 I �vA II 8X101V1T18H 4 M 4-1-8 --8 4-1-8 .308-0� 15 15 14 13 17 12 11 1 0 9 6X 12 5X6 11 4x.12 = 1 x 12 12x 1 2 _ 6l 2 MT2OH = 1 -I 2 = 4x5 1 -- 12-6-12 14-4-0 1#- e so, 28-9-8 130- 4-1-8 Folate Offsets _ Edi -- a y4-:- 11:0--,0=-1, 1 : --,-- 140--0 _-8 LOADING (p f) T L L SPACING1 -()A) -) -r PlatesIncrease1.15 T � 0. U�F� in I) I'/� Lid ATE IIP (Roof noLumber Inca 1�1 � -Rep Stress Incr NO e rt (L L -0.37 11-1 7 4 T0 197/144 TDL - � YL -0.50 1'-1 4 1 0 i�T H 148/108 BCLL 0.0 WB 0.72 Horz(TL) 0.09 8 n1a n/a Code I F 0 /TPI 0(Matrix)1 1T 1 1B� L_ I I Weight: 657 Ib LUMBER BRACING TSP CHORD 2 X 4 SPF 1650F 1.5E TP CHORDStructural wood sheathing directly applied or --4 opurlin BT H l D 2 X 8 DF 195OF 1.7E EBX SPF Stud/Std *Except* �* except a� verticals. , W6 2 �BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. X 4 SPF 1650F 1 a E, W7 2 X 4 SPF 165OF 1.51 W9 2 X 4 SPF 1650F 1.5E, W1 2 X[ F No.2 W2 2 X4 SPF1 F1.5E I� C3 Scale = 11.-59-2 WEDGE Bight: 2 X 4 SFT Stud/Std REACTIONS 115/size) 8=10156/Mechanical, 16=9233/Me,chanical Max Hor, 16-z-1 4(load case ) Max U pl if 8- 760(load case 8 ), 1 =-638(1 o d case Max Gray =1 Co d case )a 16-1 1(load case FORCES fib) - Maximum Cornpression/Maxi rnuim Tension TOP CHORD 1-2=-15464/85912-3;---17381/999P 34=-17191/1023a 4-5;---15744/9125 _ _- 20610/12051 7-8--z-2009,2/1176, 1-16=-1 1268/632 BOTCHORD 15-16=-1 /1 11, 14-1 =-71 /1 13-14=-674/13051) =-963/17118, �J��J} �xFJ 'y`'Ry�] a y/, �yJ +f—��,�y 12-17=-941/16825 a 11-12=-941/16825 10-11 =—x/63/ 1 l� 1 1 , V— 1 0=-969116623, —4f —� Y P 1 .a. EELS 2-15=--2905/1865 -14=-132/24547 3-14=-64/329, -14=-545/831 4-13;---52219895,/ 4477 -11=-446/6278, 6-11 — -4 0 3 52, 6 -10--68/1 F 7-10=-411629 E 7-9 ®-45714 0: 1-15--6117/11623 NOTE 1) -pry true to be connected together with 0.131 X3'T .Flails as follows, Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 0c, 2 X 6 - 2 rows at 0-9-0 o . 130ttonn chords connected as f down. 2 X rows at 0-4-0 o , Webs connected as follows- 2 X 4 1 roar at 0-9-0 oc, Except member -14 2 X 4 - I row at 0-4-0 Member 1-4 2 X 4 - 1 row at All loads are considered equally applied to all plies, except if doted front(F) or back to ply r7r��tr�r�s �a � r � B) fa » the LD E(S) stun. �i p o d d to distribute only loads noted a(F)or (B), unless otherwise indicated. Wind: ASCE 7-98; 0rnph+ h= ft; T C L=4. p f; B C L=4. p f; Category 11; E + No COOL=1.33 plate grip DOL=1 .. � � enclosed; Fl interiorzone; Lumber 4 TOLL: ASCE 7-98; Pf=;35.0 p f (flat roof now); Exp ; Fully E ) Unbalancedsnow loads have been considered for - � This truss has been designed for a 10.0 p f bottom chord live load noncon urrent with any of ' All plates are MT20 plates unless otherwise indicated. �i+�r live loads. Refer to girder(s) for truss to truSS Go na tin . ) Provide mehanicl conntion (by others) of true to baarinInt a� '�ir�t 1 p pabI Of ithta.ndrn� Ib uplift �t�o�int end I� uplift ntinued on page Job Truss -pe E ROOF TRUSS STOCK COMPONENTS -IF, Idaho Fa IIs, ID 834031 Robin TE oty 1 DIY Fx I-ONDR IVEM 1- �EJ(lD) 3 Job Reference (Q ti n2i)&200 s Feb _ �`I 1 1 iT I d�r tri � fr ac. ion Nov 07 114:22:06 2005 Page 2 1 ) ThIs truss is designed in accordance with the 2003 International Residential Code sections R502,1 1.1 and R802-10.2 rid referenced standardANSI[-FPI I 11) Load case(s) 1. 2, 3 has/have been modified. Building designer mut review loads to verify that t 1 ) Girder carries tie-in span(s): �0 - - from 16-6-8to 20-6-8h are correct for t� intended � �f th�l tri . 1Hanger(s) or other connection di (s) shall be provided sufficient tosuart Ihup t --, end' Jbdown r7d �1"concentrated load(s)C I and 678 t --�n end25.3 10 Jb up at 28-10-0 on bottom chord. The design/selection of such connection device i the res . . . � p�or~,��lit of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase= 1. 1,Folate Increase -1.1 Uniform Loads (plf) Vet 1-4=43,14-8=-43, 14-16=-82 14-17=-1 129(F=-1 121) 11-1 �nntr�td� Lead a�-R -� - Vert: 14=.-7062(F) 11=- 4(J') 9=-1 14 (F) Unh l.Sno -Left: Lumber Increase=1.1 , Plate increase 1.15 Uniform Loads (pIf) 'pert. 1-4=-66, 4-8=-81 14-16=.8p 14-17--11 (F=-11 1 Concentrated Loads 1b) Vert; 14=-10 (F) 11=- 1 F =-1 673(F) U nba 1. no -Ri ht: Lumber Increase=1.15, Plate Increase; --I . 1 Uniform Loads (plf Fart: 1-4--8, 4- =�- , 14-16=-81 14-17=-1 1 (F=-1121), Concentrated Loads ib 11 -17=-636 (F=-628), -11=- 1 � 17 - F :--628), -11=- Triss Tip pe 05675 E2 ROOF TRUSS L__ --- . STOCK COMPONENTS -IF, Id2ho Falls, ID 83403, Robin 5,8 — -- - -7 2 3G w 2 5X8 3 -13 1 1.5A 11 3A _ Qty Ply Jab Reference (optional) 6200 s Feb 11 2005 Mi7ek Industries, inc. Man Nov 07 14;22:10 2005 Page T W4 3X4 _ 4 11 6 X 8 { 5x5 _ 5 10 6A _ 8.0 0 r 1 MAD +25-5-0 1-11-7 3x6 - 6 MAS 4x8 7 Some ® 1-44.3 r U5 _ U4 _ 5-2-7 10-0-0 1 17-4-0 18-1 NQ -0 23-5-9 25-5-0 --9 7_- 1--0 -- 1-11 P1 t t r` 1 9- -1 , E T_ :0-4-O, -1-[11:0-4-8,0-1-12L- _ LOADING (Psf) Pt -9-9 ITALL .. Plates Ir�� .�� DE FL in (1c� Jed ail Lid ETES IIS (Roof nom 35.0) T 9.55 V rt(LL) -0, 7 11-12 >999 240 f' T 0 197/144 T I L 8.o Lumber Increase 1.15 BC 0,48Vert(TL) -9.18 11-1 99 180 BOLL 9.0 Rep Stress In r YES W2 9.72 Hor (TL) 0.96 8 n1a n1a -BCCSL 8.0 Cada II0/TP199 ix) Weight: 130]b 1.U0E _ TOP CHORD 2 X 4 DF 2409E 2.0E BOT CHORD 2 X 4 SPF 1650F 1,5E WEBS 2 X 4 SPF Stud/Std *Except* BRACING Tri HFC BOT H RD WEB Structural wood sheathing direCtly 2PPlied or 4-11-13 oc purlins, except and verticals. Rigid ceiling directly applied or 10-0-0 oic bracing. 1' Row .at ftdpt -11 REACTIONS Ib/size) 1=1281 /Meehan al, -1. 81 /Mechanical Max H e rz I =1 load case Max Uplift,l =- l a,d case 7), 8=430aad ease Max GFav I= I loa d ease )r -1 1 diad case FORCES (1b) - f la imu m Comp res ionlMa .i m u nn Tenslion TOP H RD 1- =-23481199, - =-1795/1 , - --1189/196} - =-1167/9 a =-1550/84 EST HFC 1-�1 =-19311'812112-13=-1 9�1 1 - � � 'a�--� 1 ��, �-��1 � _, 11 1 _-� 38/1388E 19-11=-I 29/1 384, 9-19--39/967,8-9=-5142 WEBS -1 =9/1 66, 2-12=-521/120, 3-12;---8/4079 -11 ^-272/145, 4-11--726/137, 4-10=-368/1192,5-10--128191 6-10=-76/4319 _�jy _ 1,. `-692/72 Y 7-9--4211193 TE 1) `ind: ASCE 7-98; 90rnph, h4 ft; T E)L-4. pf; DL^4. P f, Category 11 Exp C,- endo interior IL=1.33 prate grip DL1._ T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Expo Q Sheltered Unbalanced snow loads have been considered for this design. Provide adequate drainage to prevent water pond ire . This truss has been designed for a. 19.0 p f bottom chord live load non con c u rra nt with any other l The foJlc�ar-� joint(s) require flat inpetiori per the Toth l� loads. inspection: 11. �Ir�t Method when this tri � � �� for quality �r�a n Fefr to girders) for truss to truss connections, 8.) Provide mechanical connection (by others) of tress tc) bearin ,�Iat capable �f withstanding IIS �.i�Pift � ��ir�t 1 a�� l� uplift �t joint . p 9) This truss is designed in accordance with the 2003 International Residential Code sections ti referenced standard ANS[/TPI 1. ns 9.11. �f and F.19� and LCA CASE ()S to raid a rd 9- 6 .Gf �23-5-9 -- 1-- -- W4 3X4 _ 4 11 6 X 8 { 5x5 _ 5 10 6A _ 8.0 0 r 1 MAD +25-5-0 1-11-7 3x6 - 6 MAS 4x8 7 Some ® 1-44.3 r U5 _ U4 _ 5-2-7 10-0-0 1 17-4-0 18-1 NQ -0 23-5-9 25-5-0 --9 7_- 1--0 -- 1-11 P1 t t r` 1 9- -1 , E T_ :0-4-O, -1-[11:0-4-8,0-1-12L- _ LOADING (Psf) Pt -9-9 ITALL .. Plates Ir�� .�� DE FL in (1c� Jed ail Lid ETES IIS (Roof nom 35.0) T 9.55 V rt(LL) -0, 7 11-12 >999 240 f' T 0 197/144 T I L 8.o Lumber Increase 1.15 BC 0,48Vert(TL) -9.18 11-1 99 180 BOLL 9.0 Rep Stress In r YES W2 9.72 Hor (TL) 0.96 8 n1a n1a -BCCSL 8.0 Cada II0/TP199 ix) Weight: 130]b 1.U0E _ TOP CHORD 2 X 4 DF 2409E 2.0E BOT CHORD 2 X 4 SPF 1650F 1,5E WEBS 2 X 4 SPF Stud/Std *Except* BRACING Tri HFC BOT H RD WEB Structural wood sheathing direCtly 2PPlied or 4-11-13 oc purlins, except and verticals. Rigid ceiling directly applied or 10-0-0 oic bracing. 1' Row .at ftdpt -11 REACTIONS Ib/size) 1=1281 /Meehan al, -1. 81 /Mechanical Max H e rz I =1 load case Max Uplift,l =- l a,d case 7), 8=430aad ease Max GFav I= I loa d ease )r -1 1 diad case FORCES (1b) - f la imu m Comp res ionlMa .i m u nn Tenslion TOP H RD 1- =-23481199, - =-1795/1 , - --1189/196} - =-1167/9 a =-1550/84 EST HFC 1-�1 =-19311'812112-13=-1 9�1 1 - � � 'a�--� 1 ��, �-��1 � _, 11 1 _-� 38/1388E 19-11=-I 29/1 384, 9-19--39/967,8-9=-5142 WEBS -1 =9/1 66, 2-12=-521/120, 3-12;---8/4079 -11 ^-272/145, 4-11--726/137, 4-10=-368/1192,5-10--128191 6-10=-76/4319 _�jy _ 1,. `-692/72 Y 7-9--4211193 TE 1) `ind: ASCE 7-98; 90rnph, h4 ft; T E)L-4. pf; DL^4. P f, Category 11 Exp C,- endo interior IL=1.33 prate grip DL1._ T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Expo Q Sheltered Unbalanced snow loads have been considered for this design. Provide adequate drainage to prevent water pond ire . This truss has been designed for a. 19.0 p f bottom chord live load non con c u rra nt with any other l The foJlc�ar-� joint(s) require flat inpetiori per the Toth l� loads. inspection: 11. �Ir�t Method when this tri � � �� for quality �r�a n Fefr to girders) for truss to truss connections, 8.) Provide mechanical connection (by others) of tress tc) bearin ,�Iat capable �f withstanding IIS �.i�Pift � ��ir�t 1 a�� l� uplift �t joint . p 9) This truss is designed in accordance with the 2003 International Residential Code sections ti referenced standard ANS[/TPI 1. ns 9.11. �f and F.19� and LCA CASE ()S to raid a rd 9- 6 .Gf Job E Tri Pe ROOFTRUSS STOCK COMPONENTS -IF, Idaho Falls, I o } Rob - -- 12-0-0 5X8 3 H mm EE-ONDRIVE/1 1-7/LJ(ID I J. b Reference (optional 6,200 s Feb 11 200:5 M.lTek Industries, Inc, Mon Nov 07 14:2216 20-05 Page 1 6x10 MT18H= 4 x!-9'91 -- i � { 2-11-7 5){10. , -- -- 1 1.5x4 J 1 -0-0 Flats Offsets [1:-1-10,EqeLf3:0�-1)10-1-[4:0-60,0-1- LOADING (pf 11 1 3x4 - 3X8 3A _ 4x5 2x4 -- -- --o -o --9 2-11- TCLZ 35.0 OrAwnrU 2-0-0 I CSI ! DEFL in (RaofSnow=35.D) ; Plates Increase 1.15 TO 0.70 Vert(LL) .0,12� TCDD 8-0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.20 SCLL 0.0Rep Stress Incr YES WB 0.86 Harz(TL) 0.06 BCpL g,p Code IRG2D�3JTPI20Q2 (Matrix) LUMBER TOP CHORD 2 X 4 ;SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E EBS 2 X 4 SPF Stud/Std REACTION Ib/size) I =1282/ i e c h a n ca 117-z--1282/ c h a n i ca l Max Hort I=1 (load case Max H pl ift 1=-70 load case 7), =- (load case Max Grav 1=1 7(load case ), 7`1 (le d case ) BRACING TOP CHORD BOT CIO rD WEBS PLATES MT20 MT1 8H Weight: 121 Ib GRIP 1!)7/144 1971144 Scale = 1:44.2 0 r 1 -12 > 939 2413 1-12 '' 180 7 n1a n/ PLATES MT20 MT1 8H Weight: 121 Ib GRIP 1!)7/144 1971144 Scale = 1:44.2 Structural wood sheathing directly ppl id or -4-7 oc u rl i res, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt -1 FORCES 0b) - Maxinnum Corn press ion/Maxim um Tension TOP CHORD 1- =_ 7/l l 1, - z ---1732}Y1 , -4--r10 11 , 4- z--14 /1055 - i-1 12.59 - _- 1519160 B T H D 1-1 =-157'1936, 11-1 =-157/1936, 10-11=-83/1252, -10=-29/96 - =-29/96 7= WEBS 2-12=0/236, 2-11 a x -10=-525/1671 4-+1 0=-96/3125 -10=-7513937 5-8=-720/73, 6-8=-40/1232 NOTES 1) Windy ASCE 7-98; 0mph; h=. ft; TCDD 4. p f; B DL -4. p f; Category il, E � enclosed; MWF RS plate grip DOL=1.33. a s interior n Lumber TCL : ASCE 7-9 8; Pf=35.0 pf (flat roof snow); Exp Q Fully Exp. Unbalanced snow loads have been considered for this design. Provide adequate drainage to prevent water .bonding. Th Is truss has been designed for a 10.0 p f bottom chord live load non on u rrent with n other All plat are MT 0 plates unless less oth rwi indicated. � C' live loads. e The following joint require plate inspection per the Tooth Count Method when this truss is chosen for quaiitr assurance inspection: 4. 8) Refer to girder(s) for truss to truss connections_ Provide mechanical connection (by others) of truss to bearIng plate capable ofwithstanding 7 i jointI uplifts point 1 rid Ib uplift t 10) This true is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard SI/TPI 1. LOAD CASE(S)S) SStandard 0 r i i Structural wood sheathing directly ppl id or -4-7 oc u rl i res, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt -1 FORCES 0b) - Maxinnum Corn press ion/Maxim um Tension TOP CHORD 1- =_ 7/l l 1, - z ---1732}Y1 , -4--r10 11 , 4- z--14 /1055 - i-1 12.59 - _- 1519160 B T H D 1-1 =-157'1936, 11-1 =-157/1936, 10-11=-83/1252, -10=-29/96 - =-29/96 7= WEBS 2-12=0/236, 2-11 a x -10=-525/1671 4-+1 0=-96/3125 -10=-7513937 5-8=-720/73, 6-8=-40/1232 NOTES 1) Windy ASCE 7-98; 0mph; h=. ft; TCDD 4. p f; B DL -4. p f; Category il, E � enclosed; MWF RS plate grip DOL=1.33. a s interior n Lumber TCL : ASCE 7-9 8; Pf=35.0 pf (flat roof snow); Exp Q Fully Exp. Unbalanced snow loads have been considered for this design. Provide adequate drainage to prevent water .bonding. Th Is truss has been designed for a 10.0 p f bottom chord live load non on u rrent with n other All plat are MT 0 plates unless less oth rwi indicated. � C' live loads. e The following joint require plate inspection per the Tooth Count Method when this truss is chosen for quaiitr assurance inspection: 4. 8) Refer to girder(s) for truss to truss connections_ Provide mechanical connection (by others) of truss to bearIng plate capable ofwithstanding 7 i jointI uplifts point 1 rid Ib uplift t 10) This true is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard SI/TPI 1. LOAD CASE(S)S) SStandard ML�d] Trus T. .Type STOCK COMPONENTS -JF. Idaho Vali r [E) 83403, Robin -0- Qty I 'T A [ e -k a a r.... ., 6,200 s Feb 11 200 M' Te k iridLis triers ire 6, Mon l' o 7 f�F21 2005 14-0-0 1A $r -p 2`d-5-9 -- 6X6 6x6 4 5 Scale = ;50 7-2-7 —4- 14-0-0 14 -8r -O --- r f7:0-1-6 EdgeLOAOING (psf) SPACING 2-0-0TCLL 35,0 Plates Increase 1.15 d SSI F DE FIL in (10c) I/d eff (Roof TDL i� Rep Stress Incr YES BC Or39rt TL 3CLL 0.0 WB 0.48 Hor (TL) 0.08 7 n/ B DL 8.0l Code IRC2003/TP]2002 (Matrix) LUM13E TOPCHORD BOT ISL WEBS REACTiONS 2 X 4 DF 2400F2.0E X 4 SIF 165OF 1.5E X 4 SPF Stud/Std (lb/size) 2_ 1637 `0- - , 7_ l 637 '0- - max H o r =- (load case) �d Max Uplift =-1 70(load case 71), -1 7 f d cage MaxGrav2=1 11 load BRACING TIED B oT CFO D WEBS -- L/d PLATE'S GRIP 240 MT20 197/14 180 n1a Weight: 146 ib Structural wood sheathing directly app li d or5-0-12 oc purlins. ceilingdirectlyplied or 10-0-0 obracing. `t Row at rnidpt -12; 4-12, 5-12, -11 FORCE (lb) - MaxirnUm ornpr ion/Ma imurn Tension TOT CHORD 2-13=-77/1596, o or - .i-1! 491 /1 � - --1101 /1. , ` --1487/14 �.�`;- _ 12-13=-77/1596P 11-1 =0/110 - 1 _ a 1 77-8=0/18,1 WEBS - - - � =- 1 � - ` r 0/1 o 1 t -1 o- /1 o 1 a 7-9=0/1 601 r 1 1 1/ 8,91 -1 =- 1 /580 5 - 1 1 =-37/4331 - l l_-79511 - - 0/270 NOTES IF 1 ir-Id:ASCE -=f t; TLS. f; p . _L=4.t II, ' enclosed; '� interior DL --1. lit ��p DL --1 .. r�rzone- Lumber TOLL: ASCE 7-a PfY. pf (flat roof - snow E Unbalanced no load J� _ �t � T Sheltered r� or i r d for this design, 4 ) This truss has been d�ned for greater of rrl i n roof We J non -concurrent with other five loads. of fr tlrno1 ro load of on overhangs Provide adequate drainager to prevent waterondin ) This tri has been designed for� a 10.0 p f bottom chord live load non oncurrr nt with n �ro�id rr�J��r�i�l �nnti�r� �h others) f frl� other lino Pond. at joint to hor�PokP of ithtrdrn � � l� u,�l�ft �It ��int 2 and 173 1b upJift 8) This truss is designed in accordance with the 2003 Int referenced standard YTPI `P , err�atin lResidential ods sections R502.1 1. 1 and J 0 . 1 0. and LOAD CASE(S) Standard Job 1NTS-IF Truss T p F ROLA TRU I' !udi ru calls, JU 6 403, Robin -4- -4-7 14-- 6X8 fT1 ,9 H 4 V\� - ALUN U I E/11 -7/E J(1D) 1 �I- Job Reference qn 6,200 s Feb 11 2005 W ek industries, Inc. Men Nov 07 14:22:19 2005 Fags 1 -- --0 7-- mm _iZIQ _3 Aaq�6_a Edgel LOADING T7 TOLL . 0 SPACING --0- (Roof now= .0) Plates Increase 1.1 T[L L LAbier Increase 1.1 l3CLL 0.0 Rep Stress Inr YES B DL 8.0 Code lRC2oo3rTpI2002 LUMBER TOPHORD 2 X 4 SPF 1650F7 1-5r BOT CHORD 2 X 4 SPF 1 50 F 1.5E WEBS X 4 SPFStud/Std i 14-4-0. 28-8-0 7-4-7 I FEEL in T �. (Io�.) f/�fl ��`d PLATES FIF' BC 0,46 >999 240 MT20 197/144 WB 0.51 iorz(TL) ' n/ n/a MT1 8H 197/144 (Matrix) �- - `eight: 1181b REACTIONS (Ib/ iz) 2=1637/0 -5 -816=163710 -5 - Max Horz = (lead case ) Max Uprii =-1 71(lead case 7), =-1 71 load case Max (load case ,=0lead case BRACING TOP CHORD BOT CHORD WEEDS FORCES (lb) - Maxinnum COmPresslon/MaximumTension TOPCHORD — - _ BOTCHORD —1 "801 1 750 1 O-1 1 _x.80/1 750, r'1 0`0/1 — 7 EBS3-11=0/2757310=-981/1141a4-110_ a /1 ' 0a - —0/1x`50 —41/84015-10=-981/141,5-8=0/275 41/8401-10—`-981/141a —8=0/ 7 Structural wood sheathing directly applied. Frigid ceiling directly applied or 10-0-0 o bracing. 1 I e at midpt -1 } _1 TE 1) Wind: ASCE -98; 90rnph; h=ft; TDL=4. �f; �L '4. pf; t 11; Eppenclosed; .F 'rter� interior Ana Lumber plate grip D Lit. TOLL ASCE 7- ; Pf;--35.0 p f (flat roof snow); Exp � , EulI gip. Unbalanced snow load have been considered for the This truss has been designed for greater design - 4) or f rn�n roof live load f 1 r P f or 2.00 limes fiat roof load of �or�-��n�rrrr�t r�rit� ��J�r dive I��.d Pf on overhangs ) This true hbeen designed for a 10.0 sf bettorri chord Iilied nenor�rrr t itJ,any other We 1e. All plates are MT20 plates unless otherwise indicated. ) Provide mechanical connection (by others) f truss to bearing p� I ofwithstanding 1` 1 ib �p�� t joint id 171 lb u fi fat jointt This tris is designedin accordance its the 003 International I os identia l Code sections 8502.811 _ referenced standard ANS IITPI 1. 1 n .1 d LOAD CASE(S) Standard Scale= 1. 57.5 Job Tn Q5675 IE6 STOCK Tr Hype R0UF TRUSS MP E T -d FJ da hCG Fal[s, ID 83403, Robin -4- -- 6xg T1 8H 3 Qty JAI `RF-_ TLOND IE11-`,J Job. Referenoptional) 6.200 s Feb 11 2005 Wrek IndLitd fn c- Page i 1-- 28-8_a .— 30-8-0 7-4-7 -o- -4- -4- Flats Offsets .X -1d LOADING (p f) TOLL 35.0 (Roof now'®0) TCL 8.0 BOLL 0.0 BDL 8.0 LUMBER TOP 'RD BOT CHORD 'EBS 14-4-0 21-3-9 6-11-9 6-11-9 L 7rE PING 2-0-0 CSI Rates Increase 1,15 EL Lumber Increase 1.1 eP Stress In r YES Code IRC2003ITP12002 X 4 S PF 2100 I' 1.8E *Except* T2 2 X 4 SPF 1650F I_5E X 4 S IAF 1650F 1.5E X 4 SPF Stud/Std TC 0.98 BC 0.71 WB 0.52 (Matrix) REACTIONS (lb/size.) 1-143010-5-8, 5-1645/0-5-8 Max Horz 1-- (f o d" case Max U PlA1=- (1 a d case ), =� l 71(Load case Max Grav 1-168 lad case 2), 5=2004(load case 3) ✓LI L vert(LL) Vert(TL) Horz(7L) in -0.1 -0.29 0.08 BRACING T P CHORD 13 T HORD WEBS FORCES E, (115) - Maximum mpr ssion/Maximu Te nsion TOPCHORD 1 ---1 47111 , 4-=- /1 47 5---/181 EST HORD 1-0',10 18231 -�0--108/1823, - =- /1751, - -z- /1'EB -10-0/278, - =-1053/13-9.7z-53/860ra5-7--7/1751 a —7 0/275 �ioc) 1-10 1-10 5 L/d 240 180 n/ 28-8-4 7-4-7 PLATES AAT20 MT1 8H Weight: 115 1b Structural wood sl thjng directly applied. Rigid id ceiling directly applied or 10,0-0 oc bracing. 1 Row at idpt- a 4- NOTES 1 ) Wrnd. ASCE 7-8; OMph; h`ft; TDL= f; BCD .= Lpf fit Ila E r�Pcd I'tiJ i rtrir DOL -1.33 plat grip DOL= 1 . , zone; Lumber TALL: E -• dmf— sfi (flat roof snow)- EFully Unbal n d snow Joads have been considered _Exp, This tri fined forgreater f �s bn designed fir t�� design. rain roof five load of 16.0 p f r 2.00 times non -concurrent with other lire Jo ds. � flat r�� load �f .� ,p f onoverhangs This truss has been designed for a 10.0 pf bottor� ch�r SIJ �I�t r IIT ��.t ��11 d live do2d r�onor�urrnt with any other Ir loads, otherwise indicated - 7) Provide mbniJ connection (by others) of tr�..� ss joint bearingplate pbJf hthtrd�r� i u,fift at joint 1 and 171 fb uplift t ) This truss is designed in ordanrae. with the 2003 Intemational Residential Code sections 8502.11.1 referenced standard J I SI/TPI 1. andR802.10 9 e n d LOAD CASE(S) Standard GMP 197/144 197/144 Scale � 1 `56,3 ow 1 Q5675 L_ - STOCK 91 Truss sT Type ' JOU F TRUSS PONENT -I F, Idaho Falls, ID 83403, Robin 3-D-0 HW# •--0 FJ F-,_.- ALO ND I 'E/11- jEiIF( ! J Job efere nc o Jo 6.200 s Feb 11 2L� (MiTak Industhes, Inc, n Nov 07 14:22:22- 0 Page _J 1 14-4-0 18-11-11 -- 4x5 R 4- -11 237-7 28-8-030-8-0 4-7-19 5-0-9 2-0-0 F -0- 7-0- -- - -0 Plate Offsets:0--,Ed -0-2-11 Prdin LOADING (Dsf) _7F TOLL 35.0 SPACING 2-0-0 {Ro[afSnow-35.p) Plates Increase 1.15 TCDL. g_p Lumber Increase 1.15 BCLL 0.0 Rip Stress incr YES BCDL 8_0 Code IRC20031TP12002 LUMBER, TOP CHORD 2 X 4 DF 240OF. F BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS X 4 SPF Stud]Std WEDGE Right: 2 X 4 SPF Stud/Std 14-4-0 -4- . 0-1 -1 S Edq 1-- 6-11-9 ] TC 0-53 DEFL i 1 � 0c) f/dfl Lid BC 0.34 Vert(L L) -0.10 12-13 E 0.98 Vert(TL) Hors T -0,21 1 -1 0.0 999 180 (Distrix) REACTIONS (lb/size) 15=143510-5-8, 8=1650/0-5-8 Max Horz 1 =- 0(l.oad case UPlifH 5=- (Joad case , �--1 0oad case Maxra 15= 1 46load -case 3) � Biro TOPH OFD BOTCHORD PLATES TO ' i hta" 155 lb GRIP 197/144 Scale;-- 1:55.0 1� 1 Structural Food sheathing directly applied or 5-5-15 0c except end verticals. purdrr�s, Rigid ce'lling directly applied or 1 0-0-o 0c bracing. FORCES (lb) - J` la it um ornp ress ion/M imu m Te nsion TOPCHORD 1-2=-1014/805 2-3=-1644/1215 -4=-2022/1 , 4-5=-13691158t -- -16-7--1924/128 -9- 0/1 1, 1_15=-1 437/9 1 1,- a 7-8=-2165/105, BT Hf 14-15=-15012653 13-14----;-971821;F 1 -1 =- _ - 8- 911668 --0/1391, 10-11=011391 WEBS 2-13;---50/1243,3-13=-14�� 4-1 �_-��a _� _- / 5-12=-1 NOTES psf; 0L =4. p f; Category 1I; Exp enclosed; WF int rior zone- Lumber L=1 r plate grip D L=1 _ T LL: ASCE 7-98; Pf=35.0 Psf (flat roof snow)• E � Unbalanced snow1� � p Sheltered ids have been considered for thisir-r, 4 ) This truss has be n d'i r1 ed fr gre2fer Of min rOof lig load psfr .tier flatroof f of . � �� r� �non-concurrent with other Ji �� Provide adequate drainage to prevent wateryo n p ding, This truss has been ds ig ned for 1 � � sf bottom { ) Provide rr�ehr�i�cal or�nF � herd live 1�d r��r�r��ar��t Frith .� �Oth�r li Ptd s. tion (by others) of truss to bearing plate capable Of Withstanding t joint andir� Ib uplift 2t joint 1and �' lb uplift ) This truss i s dined in accordance mit p the 2003 Intem tion ! Residential Code .sections � referenced st ndard N I/TPI 1 _ .11!.1 and R802.10-2 and LOAD GASES) Standard job Q5675 STOCK True. E T''- –1 -pe ROOF TRUSS COMPONENT—S--IF, lda�O Fafls, aD 4�Q , R—obi l --0 'll 4 AL0NDRfVE/-11-7—/EJ Fu-)q� Job Reference ticmal 6. 00 s Feb 11 2605 !" iT k Industries, Inc. Mon Nov 07 14:22:26 200-5 page 1-- -0- PCaf offs&f (x,:[2:0-3-5.Fdael () LD1 (pf) T LL 35,0 (Roof row= .0) TDL 8.0 BOLL � 0 BDL 8.0 LUMBER TOP CHORD BOT CHORD ''SEB 4-0- SPACING-- Plates incre2se 115 Lumber Increase 1.1 Rap Stress In r YE Code I F.0/TPl0 X 4 SPF 165OF 1.5E *Except* T4 2 X 4 SPF 21 OOF 1.8E X 4 SPF 1650F 1.5E X 4 SPF Stud/Std *Except* 1 2 X 4 SPF 1650F 1.5E REACTIONS TIO (lb/size) 6=144310-5-8, 12=1443/0-5-8 Max Horz 1 �-238 (load case Max Uplift z- °t (102d case 8),12=-880oad case Max Gra�1 (foal case TG 0.83 BC 0.71 W8 0.71 BEFL Vert(LL) Vert(TL) Hn(TL% 21-3-9 00C -- in -017 -Q.29 (Matrix) BRACING TOP CHORD BOT IIID WEBS 000) I/d fl L/d -7 >999 240 - '180 n/a n /a. 6 1 0 -4- FATE MT20 Weight: 135 Ib GRIP 197/144 Scale _ 1;53.8 Structural wood sheathing directly applied or 3-6-12 except end verticals, purlins, Frigid ceillng directly applied or 10-0-0 o bracing. 1 Row at gni dpt- - a Maximum COmpressionlMaximum Tension TOPCHORD l-,2=-14951105,2.3= 1560/1 , �Jf -4- 14 f1 1 } 4— { 58 BOTCHORD 1 1 —1`-14/*��'j f .�f -- 1�-f 1 1 I 1 a 5-6=-24611126p 1-12=-16421107 a 1NOTES 1-1 1 -.111 1) Wind.- ASCE 7-0mp h; I�=ft TLS. f• �L-�1 r plate grip �iL'� �' DL-pf, Categoryil; E;� � I��; 1''FI i�tri , . or zone, Lumber TALL: ASCE 7-98-f=f flat ray E • Fully ) Unbalanced snow ��ad havebeen considered a ��, onrdrd fir this din. Provide adequate drainage to Prevent graterorad I'n g. ) This true has bee n des nd for � a 1 .0 p f ottorn chord l ire loa d noncwcu rre nt with arly oth Provide IT1i"lniai connection (by others) of truss t� b joint 1 �� r�nplate capable f withstanding 1 uIiftat it and 88 lb uplift of ') This truss Is designed in accordance with the 00Intrnafio 0.2 and referenced standard ' IITP 11. r�alResidential Codea fi c�r� F 02.�1 1.�i and R802, `1 LOAD CASE(S) Standard Truss TF . -Fp STOCK -'Q5675 ROUF TRUSS P f E 1T -JFt Idaho Fells,10 6b!n. ,2-0-0ma 4-7-12 9.0_0 2-0-0 --1 -4- G om Qty PIS JFL I DJ I 11-71E 10 J Job Referenceo tional 6200 s Fete 11 2005 MiTek Industries, Inc. Man ov 07 14-22:28 .2:28 2005 Page 1 16-4-0 30-8-0 -4- 6 11 10 4110 3x4 _ 4 _ 4x _3X6 - 6X:10 - 1i5X4 4 -� 1 -0- 13-0-0 Qty -0- --1 4 -- Elate OffsetsLX5y,):[4:0-3-5.E( , 1 - -5,Ed - - -L —0- —2. zo►aniraG TCLL (psf) 35,Q � SPACING - 2_0_0 (Roof Snow --35.0) J TCpL 8,0 BCLL 0.0 BCDL 8,0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Cade IRC20031TP12042 LUBE TOFF CHORD 2 X 4 SP.F 1650F 1.5E *Except* T42 X 4 SPF 21 OOF 1-8E BOT CHORD 2 X 4 SPF 165OF 1,5E EES 2 X 4 S PF Stud/Std '* Exceptk WEDGE W 1 2 X 6 CSF No,2 Right: X 6 DF N o, - -0 1 -4- -- a C51 DEFL in floc) 1mPfE i M � '- TC 0.84 6C 0.75 IIVB 0,96 (Matrix) Vert(LL) -0_18 8-9 X999 240 Vert(TL) -0.31 8-9 X999 180 Ho2(i'L.) 0.07 8 nla nla PLATES MT20 tT1H -- GRIP 19711,44 1971144 Weight: 1 ]b BRACING TOP CHORD Structural Wood sheathing directly applied or 3-3-7 OG purlins, except end verticals, BOT CHORD Rigid ceil'ing directly applied or 10-0-0 oc bracing, WEBS 6-0-0 oc bracing: 14-15. Row at midpt 5-1117-11 REACTIONS (lb/size) 8=1538/Mechanical, 15=1752/0-5-8 Ma =17 /0- a Hort 157230 Max HPlift =- (l02d case )s 1 =-1 (load case Max Gray =1753 load -2183(load case 2) FORCES (1b) - Maximum OM,Pr ion/ a i mum _ Tension TOPCHORD �'-=�'00, -�- 1 1 �'11 _ - L 1 890/1 637 4-5=-1588/161; 5-6=-1535/173, 6--7--1662/17197-8--2586/1363 BOTCH ORD 14-15--214!256,13-14=-123/1489P 12-13=-60/1452,11-1 I , 10-11=-3411936, 9-10--34/1936,f WEB3-14--z-477157i 3-13z---75/142, 4-13z---27/153,4-12=-59/561, 7-11 =-I 068/1 , 7-9=0/288, 2-14---z-50/159 NOTES p a L pf � Category I!; Exp a�l�dr MWFRS D L-1. Mate grip L=1. interior r one; Lumber TLS,ASCE -; Ff=S,f(flat roof snow); E Fully Unbalanced Snow loads have been considered for this design. 4 This trusshas been designed forgreater of miry roof live I�! of 16 . 0 pf r , 00 tires flat roof Ind �f . non -concurrent with other live P ace 0 p f on overhangs Provide adequate drainage to prevent at r� This tri has be� rld�r�. n designed n d for a 10.0 p f bottom chord lire load nanco urr 7) All prates are J T plat s iuni s oth r i indicated. rpt with �.�, other Jere loads. Ref er to g irdr(s) for truss to truss connections_ .) Provide mechanical connection (by others) of tru.ss to b�rn plate withstanding . n f hI'#t� and 1 h upft atjoint 1 0) Thi's tri, I -s designed irr accordance wjth the 0Inter referenced standard ANSI/TPI Res 'rdrrtrd tir-r 5e11.1r�d T�'I 1. �a10F and LOAD CASE(S) Standard I' C 0 7" r� JOE) True - rp e QtY PIV lI- f1i J'n1'Fm I,I I r-jM JF TRUSS I STOCKRobin + . _ 1 2-0-0 1-9-0 0-8-8 5-3-7 1 - 1_ -0 1-3-15 5.09 I 5x5 - LJqb Reference (option2D L _L __' 6T200 s Feb 11 2005 f iT k Industries, I roc_ Mon Nov 07P.14r 22:29 2005 P -0-0 8-8-9 10-0-8 11-6-8 12,3- - -' 16-0-0 I 1 1-6-0 - 1-9-0 -0-0 3x4 = 5x5 3x4 � 6 7 8 a1 = 1-312 -�--9 3-11- 12 2:0-2-070-1-8 A :0-10- ,0" —1 7 LOADING ( f ) pldef! Lld TOLL 35.0 SPACING _0 - Roof now=35.0) Plates Increase 1.1 T C L 8.0 Lumber Increase 1.1 BOLL 0.01 Rep Stress Incr NO B CDL 8.0 r Code I F0 0.1TP 12002 LUMBER TOS' HORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std r -- 140- 6:0-2-8,0-2J].0 [8-0-2-8,0-Z:7,112:,0-2-00-1-184 1 450 f CSI TC 0.45 BG 0.28 0.25 (Matrix) REACTIONS (db/ a) 2=919/0.-5-8112=919/0-5-8 Ma -919/0.- - 11 =919/0- - a Hor, =- (load case Max UpJi = l (load case ), 12=-1 J ad case Max Gray =1 7 load case 2). 12=1270(load case 3) DEFL in (loc) pldef! Lld Vert (LL} -0_03 17 X999 240 Vert(TL) -0_05 17-18 >999 180 Horz(TL) 0.03 12 nla n1a BRACING TOP CHORD BOT HJ PLATES MT2,0 Weight: 156 1b IIS' 197/144 Structural wood sheathing directly app0 d or -0-0 oc purlins. Rigid ceiling directly a pp 1i d or -0-0 oc bracing. FORCES (Ib) - J` a iMUM Omer ssion/!Maximu Tension TOPCHORD 1-2=0/1 2-3--927/181; 3-4=-754/176p 4-5----;-200411179 -5----;-�o�� a_6� _l768/116, —=—1 579/111, 7 8-9----1 1102o9-10=-19921935 10-11=-1172169,11-12=-959/1,78,12-13=0/189 0-11--m172169#11-1 =`959/1 " -8=-1 580/98T BOTCHORD 2-21 =-I 6116817 20-21 zz-3811012, 19-20=-4211075, 18-19=-67/1786Y 17-1 8--z-67/15892 16-1 7=42/17-17 15-16=-23/1069, 1 =-23/1 069, 14-1 =-125/773, 12-14=-162/702 a 1=� 3-21=-19/128} 4.1i-76/71! 4-20;---153165, 4-19=-31/837,5-19_--53/126, — '— 1 /83'7} — 1 --53/1 a 5-18=-2566/327, 6-1 a;1 2/440 7 -1817-17=-270/4078-17--8/442,9-17=-243/359-16=-61/10810_1_-7 —1 . 1 7-1 _-270/40} -17=-8/442, -1 =-243/35 -1 =- 1/10 1 -1 - -=_ ,`i�-+�� r+d fy}.�}� r/+ ,y..r.�7- [��]y�! J'++ /I311 -14--512 p/ _ayr�7 .fy�[3 +f�..j� 1 1- 1 4.__ ' Y 1 7 4J 1 7 7, 1 1 5=— °til 7 1,1 1 1— 1 �— 7 5 +s. tiF 1 NOTES 1) -ply true to be connected to eth r ith 0.131T1 Y Nalls as full Top chords connected as follows: X - I raw at -- follows: Bottom chords connected f � � �. Ha s. X - 2 rows at 0-9-0 o . Webs connected as follows: 2 X 4 - I row at 0-9-0 0C. ) All loads areconsidered equally applied to all lige . � ��t �f noted front ��'� r �� f�� in the LE�' soon to PI Gonf,e�tio have o n provided t� distribute only loads note=d . Ply Wind: ASCE 7- � pf�� d= eft; T SL=�_ � � �F �r ��.�T unless otherwise lndi at d. C L= plate grip L= _ 3CDL=4,8p f; Category 0, Exp Q. enclosed; "I" FRS interior p 1. .rL r TOLL: ASCE 7-98; Pf=35.0 Psf (flat roof snow); Exp Q Fully E Unbalanced snow loads have e been considered for this de ) This truss has been designed fir rete of rr�� design. in roof live load f 16.0 pf car 2.00 tarries flat roof load of . r on- oncurrer�t with other' it leads, p f n overhangs 7 Provide adequate drainage to prevent water 8) ponding. Thitri has been designed for 1o.o p f bottom chord lie load non on urr nt 't - any other live loads. mechanical (by others) f truss to bearing �lt��.bJ� of joint � hstarddn 130 lb uPiftP at joint and 130 lb uplift 1This truss is des inor�dan with the 0International Residential Codeecons f �1 .1 and R802.1 0.2 and referenced standard J�1I/T1�1 Continued on page Job Q5675 STOCK Truss F1 Tr e COMPONENTS -F, Idaho F21js a RIS 83403, Robrn — Qty Ply RF -•— 1LONL7RIVE191-i/EJ{If3)R --�� 2 il Job Reference (o�onal� NOTES 6.2od s Feb 11 2pp5 MiTek lndUstries, inc, � 1) Hangers) or other con nectian device(s) shall be provided sufficient tp s�appar{ %-�)HL;entrated load(s) 44 lb down and 4 lb up at 5-8-9 an botfom chord. The design/selection of such connection device(s) is the responsibility of others. LQAD CASE(S) Standard 1 } Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pff) Vert: 1-3=-86, 3-fi=-86, 6-8=-86, 8-11 =-86, Concentrated Loads (Ib) Vert: 18=-30(F) 17=-30(F) Mon Nov 07 14:22,29 2005 Pae 9 -, and 4 ]b down lb up at P1919] Truss Q5675 I L�q I Tr p ROOFTRUSS STOCK COMPONENTS -IF, Idaho FallsICS a 0 , Robin —— -3, -- 1 7--1 4 .0 9 1 5x5 5x5 5 6 RF F6� Ply '\L,0NDR1VE/1 1-7/EJ(lD)R 1 1 __L JOS Referee O tgn2i 6.200 s Feb 11 2005 MiTek industries' Inc. Mon Nov 07 14,22:3 Page I -Scale 1.27.,5 I - sets.� :�-+�Jy- 2-8 L6-0-2-850-2- ` r,-/ �}'jr spy e LOADING p i f) _LL6. _0 �.� TOLL4 BRACING -0-0 gates Increase 'I DE FL in (Io) I/d fl L/d(Roof Snow=35.0 T 0.77 Vert(LL) T D L .3 Lumber increase 1.1 ( -0.04 18 >999 240 BCLL 0,0 e P Stress In r YE. Vert(TL0 SCD L Code lJ03/TP12002 Horz(TL) 0.04 10 n/a n/a I LUMBER TOP H F D 2 X 4 SPF 1650E 1 BRACING — UM -,- SLATES GFT' MT20 197/144 Weight: 74 Ib LIT HURD 2 X 4 SPF 1 5 F 1.5r TUB UHORD Structural wood sheathing directly EST )--IFC Rigid ceiling r ��Ii�d �� --� ��rJir�. WERS X 4 SPF Stud/Std directly lied Or 1_ p� � � 0 oc bracing,Egypt: 6-0-0oc bracing: 12-13,10-12. REACTIONS (Ib/size) 1=678/0-3-8. 10=910/0-5-8 Max Har I ,T 11 (Coad case Max Uplift 1= -3 (loa d case 7) , 10 -I 3 Goad case Max Gray I =845 load case - I 176(load case 3) FORCES (ih) - Maximurn mpr ion/Ma irnu T enslon TOPCHORD - { 2-3=-1565/78, 3-4--1181175,4-5r=-896/65, -=-/�� - _- - -1 =-10141 , 10-11 =0/1 1a - - 1' 77/49, - -135 -132, BT H1 YD 1,1 9=-48/9K 18-1 9=-56/1084, 17-18=-32/1200, 1 17=-9/930'1 15-16=0/77 WEBS {78 j�0/8 13-14-z:0/1063P 1 ,+Jj 2-19= —17/43,2-18=0/34113-18 1 /3 — �p _ .{ 455 � 3-17=-497/545 4-17=-• 7/473a 4-16=-362/47,5-16=-31/352-0 TE [SOL=1 .3 plate grip D L=.1 . 3. p f� r- 1I; rid I F interiorone; Lumber br TOLL: ASCE 7-98; Pf 3 .3 p f (flat roofnor); EXP t F Unbalanced noloads � CJI E�� h�� n considered for fhi � � n. 4 This truss has been designed for greater of mi � r��f f J ve load f 16.0 p f or r0 tineas flat roof load f .0 f on r��-�r��rr+�r�t with other Jr Ind � overhangs Provide adequate drainage to prevent water ponding. 6) Th [s trus DadanThistrushas been designed fora 10_ p f bottom chord lige load nonconcu rre nt w1th any ot ive oad.7 Provide connection bothers) Of to to bearing prate capable. of withstanding I� �if�t �� Jnt �2nd � lb upiiftji10. at This truss is designed in accordance rith the 2003 International residential Code sections r .`� 1.1 referenced standard NSJ/Tpl 1. and J . 1 and LOAD CASE(S) Standard Truss F •- ROUT TRUSS L.---_ __LI STOCK, COMPONENTS -IF, Idaho F211S, ID 83403, Robin 2-5-8 1-6-0 1-11-0 1-1-8 6x6 5 -o- Qty I Pay F F '\L0 N D R I V Fl11-71EJ(I D ) 21, Job Reference (option _ 6.200 s Feb 41 2005- Industries, Inc. 11-- _ 1-- 1--0 -- �. Mon Nov 07 14:22:32 2005 Page 1 -0-0 --1 2-1-12 1-6-o 1-11-0 1 -'1 - Plate Offs [8-� [1 0 -3 - LOADING ( - L DIN pf) 15_-0-34.0-3-8 Qty _0 -3 -x;0 -- I `.LL 35.0 nLllYl7 L -Ci -U CSI (Roof Snow -35.0) 1 ,0F 1.6E *Except* Plates Increase 1.15 7C 0,57 TCQL 8.0 Lumber Increase 1.15 � BC D.90 BCLL p,p Rep Stress Incr NO �g � �4 g�p� $ � Code IRC2UD31Tp12D�2 (Matrix) LUMBER. TOIL HD BOTCHORD EB WEDGE Left: 2 X 4 SPF Stud/Std X 4 SIF 165OF 1 .E (Io X 6 CSF 1 ,0F 1.6E *Except* 31 2 X 6 DF No.2, BI 2 X 6 DF No, X 4 SPF 1 650 F 1.FE *Except* Vert(TL) 1 2 X 4 SPF Stud/Std, W4 2 X 4 SPF Stud/Std VV6 2 X 4 SPF Stud/Std, W8 2 X 4 PF Stud/Std 1 2 X 4 SPF StudlStd REACTIONS (.lb/s i ) 1;--:5158/0-3-85 8=293510 -5 - Max Igor 1 =(iod case MaxUplift 1--x.90(1 o d case )r -- 4 (load case Max GravI-612 l -- DEFL in (Io Ild fl L/d PLATES rt(LL) -0-18 13-14 >924 240 MT20 Vert(TL) y0. 13-14 >610 180 Hor (TL) 0. 15 8 n/ n/a Welgh 160 Ib ERIN TOP CHORD BOTCHORD GIT" 1971144 Scale = 1;28.1 rTr Structural wood sheathing directly .applied or 3-7-10 Corn o purlins. ceiling directly applied or 10-0-0 brain, FORCES ib - axMU- ornPr s ior�/Ma imum Tension 8-9-0/189 BOT H 1 D 1-15=-786/7647: 14-15=-825/8749, 13-14=809/10364t 1 -1 =- 53217589, 8-1 0=-2741430,6 =-- -"t�{ , 5-12=-541/69465 6-12=1 098/59; -11=-39/-11 a 7-11--17412777-10--23801164 N TE 1) -ply true to be connected together with 0.131 11 xY Rails as follow s. Top chords connected as follows: 2 X 4 - 1 roar at 0-9-0 Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 o . Webs connected asfollows: fol los : X 4 -1 row at0-9-0 - - 0, Except e nb�r 4-13 -1 . X 4 - res t -0 .li I�� areconsidered equallyapplied to all pIrip �t If noted as front F) or da E face in the LC E� section. Plyto PJconnections ha been provided to distribute only loads noted as F� or E�} unlessotherwise indicated. Wind: E - i0mph, h=f: TSI-=_ fa��L=��pf; Category II� Exp r enclosed; MFI irtrior zan Li-berDOL=1. plate grp DOL=1 _ , T LL. ASCE 7-98; Pf=35.0 P f (flat roof snow); E ; Fall E Unbalanced snow Roads have been considered for t�l'•1w design.� 6) Th is truss has been des rgned for greater of min roof Jive load of 1 .0 non -concurrent with other live loads p f or .[�0 tirr� s flat roof loadof psf n overhangs This truss has been dsnd for a 10. 0� f bottm herd �. load nononcurrnt with any other I ive loads, ) Provide h nia lonneo�r� � others) f truss to grin Moint ta plt plle of itl�t,r�din 4Jb upliftat'oi rpt 1 n�i 4Ion"u d on page Job YOLK Truss F T' jp e ROOFTRUSS COMPONENTS -IF, ld2ho Emla., ID 83403, Robin - QtY Ply 2 f 6.200 s Feb 11 2005 MiTek lndU Erie , Inc. Mon Nov 07 14,22,3 n P NOTES This truss is desisgned in accordance with the 2003 a ntrnfionl ResAential Code sectbnsF0.1 1 .1 and _1�.r��' referenced t.r��d�r� Ii�Ti�� 10) Girder aeries tie-in pan( : 25-5-0 frim d-0-0 to -10- �I . 11 Ha n ger(s) or othr conntion d ei hIi b e proidd sufficient to S U�r� � dir�.��]t�� f �� r��i�r-� dpi � ��' r�ce r�trt�d Jod(s) 4 1 b d own d .0Ib up t 5-10-8 on botto� chor�. T� the responsibility �bilit of others, , LOAD CASE(S) Standard 1Snow: Lumber increase= 1.1 Uniform Loads (PIf) 'pert, 1-5=-86, 5-9=-861 Concentrated Load (1b) 'pert. 1=3126(1=) Plate increase= 1.1 1-1 5--606(F=-590). 14-15=-506(F=-590), 73-14--606(F=-590)1 11-13=-165 1D-17--16, 8-10=-16 J013 Truss 11105675 Gl ROOFTRUSS STOCKi T �IF, �y1Do Fll 13403�, Robin ,- -2-o-o --0 4-1-12 -- 4-+1-1 3-10-4 Qty Ply 3 E rl 7%L 1N1Ur fE/1I-1/EJ(ID)R. _l IJob Refer8nce o tional �,� . Feb iT J I du trie , Inc, 4x5 II 4 -10-4 Jan Nov 07 14".22-2005 Pagel 35 16-0-0 � 4-1-12 @a --0 _114 a 3x4 II 4-1-12 _3-10-4 P -1 - I I t of (Xr -0 xE �,6- 6-11-1 Ed F -- LOAD IN G (p f) P _ TSL L SPACING . � (Roof Snow- , PlatIncrease 1 _ TC 0.49 TIL 8,0 Lurnber increase 1,15 RC 0.33 BL.L 0.0 Rep Stress I nor YES WB 0,92 - S DL &0 Code d 00 /TP1 0 (Matrix) LUMBER TOP CHORD BOT CHORD EELS, X 4 DF 2400 F 2,OE X 4 SPF 1650E +1. X 4 SPF Stud/Std "Except* W1 2 x 4 SPF 1650F 1.517} W1 2 X 4 SPF 1650F 1.511 W5 2 X 4 SPF 1OF 1,5E REACTIONS ((lb/size) 12-993/0-5-8, =993/0- - ax F-Ior 12=-1 (f ad case ) Max U pf ifti --1 (load case ), =-1 f cad case ) Max Grav1 =% (10 d case , 8=1 (l nd case U4 i IJEFL in (Foo) I/defl L/d Vert(LL) -0.12 10 >999 240 rt(TL) -0.21 10 >897 180 H or f TL) 0.31 8 tree n /a BRACING TOP CHORD BOT CFO D PLATES MT20 Weight: 81 1b GRIP 197/144 Scale _ 1=37.2 Structural wood sheathing directly applied or 5-4-8 0o purlins except end Verticals. Rigid ceiling directly applied or 6-0-0 0o bracing, FORCES (fb) - Maxi urn ompre ion/Maxi'mu r Tension BOT CHORD I 1-1 =-184/209, 10-11 =-1 27117705 705 -1 =0/1 770p 8-'9=-,l --1 / 81 0/706} 4-10=012070, 1 o--- /70 a5-9=-560138'0- -0/1527 MOTES DOL 1 . plate grip DOL- d1 , 11; C; enclosed; F ntr ira Lumber T LLT ASCE 7-98; Pf=35.O P f (flat roof snow); Exp Q Fully Exp. Unbalanced snow roads have been Considered for this dein. 4 This truss has been designed forgreater of - miry roof live load of 16.0 p f or 2.00 tires flat roof load f 35.0 f on overdan Herr-Goncurrent with other live loads, � ) This truss has been designed fir a 10,0 pf bottom chord live load .nnconourrnt with any other live loads. ) Bearing t joint(s) 12, 8 considersparallel' to grain value using ANSI/TPI Ir angle to grain formula. Builftg designer should verify cpoity of hearing surface. Provide rnehanicl connection (by others) of truss to bearing at joint . plate capable withstanding 1 lb uplift at12 an lift This truss Is designed In a�r�l�`i Its the0Ir�trr�atCor`�ai Residential Code . referenced standard AI` I)TPI 1, 0.2.10.and LOAD CASE(S) Standard l7J_0_b_ Truss Q5675 I G1 Tr .._p ROOF TRUSS STOCK COMPONENT,9-IF, Idaho Fails, IID 83403, C b[p -0-0 2 38 : F 2x4 3 -0011 4 iT-21 LOADING (psf) (i ) I/d” f i TCL 3 ,.p SPACING 2-4-4 (Roof Snow -35,0} plates Increase 1.15 TCDL g.p Umber Increase 1.15 g�� Rep Stress Incr NO BCDL q n Code IRC20031TP12002 LUM13ER TOP CHORD 2 X4 SPF 1O OF 1-5E BOT CHORD 2 X 4 SPF 1650F I .E WEBS 2 X 4 SIF 1 O OF 1,5E OTHERS 2 x 4 SPF StudlStd CSI TC 0,83 BC 0.12 E 0.25 (Matrix) QtyFLO'— D R IVE11'1-71EJ(ID)I I a 1 -inh F fer n e (Optionali 6.200 s Feb 11 2005 MI—Tek Industries, Inc. Mon Nov 07 14. 2:36 2005 Page 1 ._. �. 16-0-0 4A _ W 1 '1 T C EFL J n (i ) I/d” f i Laid Vert(LL) -0.16 11 n/r 120 Vert(TL) -0.1 11 n1r 90 Hor (TL) -0.00 12 n./a n a BRACING TOP H R P 3X8 I] 10 2x4 I i PLATE R[P" TO 197/144 'Weight: 82 lb Scale - 1:36.0 Structural wood sheathing directly applied or I 0-o-0 cc purlins, except end verti al . Frig'[d ceiling dir=ectly applied or -0-0 oc bracing. ing. REACTIONS (lb/size) 20=286/16-0-0112-286/16-0-01 16 -293/16 -0 -o -o Max icor20--129(l oa d case19;-13-Max Up IM2 0=-1 22 (load 136/16-0-0 oa case )' 18�-4�4(load case ), �1 =-`11 load case 1 ease } 1 --`108 (i as case aI a ), 1 =-4(I oa d Max ra =1lead case )1 1_,1(load case ), 1 = Iad case 1), 1 _ 308(load case ( ad case ., 1 -1 (10 .d case 1 18=330(load case 1), - 0 i a FORCES (lb) Maximum o pre ion[Ma imum Tension T P CHID -.0--4�.1,�� ,gyp � ,- f- 0�'1 ,-30=-824-1-185-41=-29/21545z-2---66__�4{.,�� _ _ �j �+y _ r _ �+L l�'''yr '�4'.a5�_�F��y ��'SJ��''jJ ,�� ,,�� ate} 7---11 � 7`—Y/01 � SJ-—� 1 �.+'f-1075/138,10-1= ./ 1 93 4 1 - 1 4w. 0/1 1 BOTCHORD 1 -20=-1 1 /? j -1 = -jj,('7, 17-18=--161/97,16-17=-161/97P -fes` _ 12-13=-1 611 WEBS Y 1 6 - 1 /Oj 5-17--277/565 j-17-77/5 4-18=-2,94/73, 1= 4/ ''1- =- 16/107, 1r j 1 _ 1 4 9-13=-1 _ rf„ate /107 TE 1) Winn ASCE -98, 0rnpha h- ft, T DL=4. p f, E LL=4. psfCath Il, r } Exp enclosed, MWFRS i me ra or zone; LumberL- . plate d[ Truss designed for wind loads in the plane f the true only, For studs . Gable End Detaiipp d t end (normal al the face), see MiTek "'Standard T LL: ASCE 7- x Pf=35.0 p f flat roof nor); Exp ; Fully Exp. Unbalanced snow load's have been consrder d for this design. This tri h been -designed for rater of min roof liveload of 16.,o pf or 0 ti-tJat ref load �f.� �� nnrhargs non -concurrent with other live loads- This truss has been designed for a 1 f ��tt All late ars � . � orr� chord liver� i�� urrr�t its an other liveloads. T un less otherwise indicated. Gable requires continuous bottom chord bearing - 9) True to be ful',ly sheathed frorn oneface or securely bred" 10) Gable studs spaced at - - 0arr� t lateral movement (i.e. diagonal h). 1 1Provide mechanical connection (by otherf true to bearing plate capable of withstanding 122 Ib uplift a� joint �, � � I � u �� a. Ib uplift a joint 17, 4 lb UPIFft at joint 1 , 11 lb uplift at jointjoint� ib uplift at ` F 4bplb �Piift joint 1 ufitof joint 14 and 10 1 ) This true is designed in accordance with the 2003Intrnatinil referenced standard 1 I/TPI 1. Residential sections > r grid . and LOAD CASEP Standard Job TI'uss Q5s75 I G2 M ROOFTRUSS 6-FOCK COMPONENTS -1-F Idaho Falls, ID _834'_ 03, Robin Plate Offsets I -1. -1-1 -1-1 3-10-4 46 1 Qty El Ply f RF UNUNJ 11-7/EJ(ID i � Job Reference (o tionpl 6.200 s Feb 11 2005 MiTek Industries, Inc. 16-0-0 -1..12 Mon Nov 07 14:22:39 2605 Page 1 -- w1 7 4x4 ! j 4x4 J I 4-F1-1 4-1-12 Y): L1t'�0-1-12,Edg2LL5'0-1-12,Ed L{114diNG (psf) 7CLL 35.0 (Roof Snow=35.0} 7CDL $.gyp BeLL 0.0 BCDL $.0 LUMBER TOP CHORD BOT IIID EBS 1 3-10-4 1-1 = --fi:t:E: d . T__ s t --- Plates Increase 1.15 Lur nl) r Increase 1.1 Rep Stress Inr YES Code I00/TPI00 X 4 DF 240OF 2,OE X 4 SPF 165OF 1-5E X 4 SPF Stud[Std *Except* 1 2 X 4 SPF 1 650 F 1.5EF W1 2 X SPF 1650F W5 2 X 4 SPF 1650F 1,5E REACTIONS (lb/size) 11= /l I h rai 1, 7=100610-5-8 Ma =100610- - a Hort I I =-I ! (fond case ) Mix U, PAI 1-- =41 (load case 7)p 7=-1(lad case Max Greg I 1 A Iod esr 7C 0.49 BC 0.37 W8 0.92 (Matrix) 1.5E DEFT in floc} lldefl Ud PLATES Vert(LL) -0.13 9 X999 240 MT20 Vert(TL) -0.22 9 >868 180 Harz(7L) 0.32 7 nla nla BRACING TOP CHORD BOT CHORD PONCES (lb) - Maxim urn Compression/Maxirrum Tension TOPCH D 1 1 1 =-97 1 /925 1 2094/1 a — '-2346/38 } — =:-2344/ f 0 5 BOT CHORD 7 960, 8-9=;-5/1777, 7-8=-1 83181 WEBS 1 -1 0=-52/15347 y,14 Weight: 78 fb 1 LA .IFS 197/144 Sale = 1-3&6 Structural wood sheathing directly applied or 5,3-6 o purlins except end' verticals. � , Rigid ceiling directly applied 0r 10-0-0 bracing, Except: -0- bracing, 7-8. NOTES 1 )Wind: E '' t 0n'1 iii; h=1�t; TC�L=�-, Pf; B�'L�. DOL, 1 . late r DOL -1 11; nl! I interior zone; L err . ! . T LL:CE 7- , Pf= . ,sf (flat roof snow), Exp Q Fully Exp. Unbalanced snow loads have been considered for this design. 4 ) This true has been designed fir greater of min ref lige load of 1fr 2.00 times flit rf load 35.0pfnover ln non -concurrent with other I!ive loads. ) This fres* has been designed for a -i .o pf bottrn chord live load non 6) concurrent Mth any other Vve loads. Lefler togirder(s) for truss to true connections. Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI I p�� It of bearing surface. angle to grain far�rn�Jfa. BSIIIdIrr �1 sI nC�r �"Io�Ilel �If PrOvIde mechanical connection (by others) of true to bearing late at jointp capable f Ith t ndir 1 lift t joint 11 and 123 Ih uplift 9This tri ii� fined in accordance with the 2003 International Residential Code section referenced tand r�d NSI TPI 1. R502.1 1 .1 and R802,10-2 and LOAD CASE(S) Standard JOD Truss Tr i ROOFTRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 8,34-0 ?>, �ob n - 1 -2 - 3-2-8 6-1,8 2-0-0 3-2-8 2-11-0 1 � d T 12-2-4 � l�a IOX1 D = 5 --4 1-.5,X,4 1� t9 P, IRE `.LONDF7IVE!1 1-7fEJ(ID)R 3 Jab Reference(optional 6200 s Feb 11 2005 MiTek Industries, Inc. Mon Nov 07 74:22:42 —2-'- 005 Pagel 1-- T -o -`I 8X10 MT18H I I Z 19-11-12 3-8-12 0, we 4-0-4 -11-0 Plate Offsets X,Y:2;0.49 E :--, Edgl LOADING (psf) TCLL 35.0 (Root SrrQw-35.0) TCDL 8.0 CLL Q.0 _BCDL 8.0 12-2-4 10-1 -1-1 5x10 -_ 4--1 --1 --4 L,, -L-0 - E �d�� , d �91 1':0-3-8 0-2-8] Ll 3, -5-4,6-5- } : PIN -0-0 CS1 DEFE i� PlatesIncrease 1.1 T � (f�� i�dfl ��'� PLATES GRIP Lumber Increase 1.15 BC 0.54art TL - 1S7/144 0.71 Code I 003/TPi o (MatriAv 11 LUMBER TOE GHORD 2 X 4 CSF 240OF 2,0E BOTCHORD 2 X 6 DF 240OF 2.OE WEEDS 2 X 4 SPF Stud/Std *Except* W4 2 X 4 SPF 1650F 1. E* W9 2 X 4 SPF 1650F 1.5Fz 1 0 2 X 4 SPF 1650 1. E, W1 2 X 6 DF No. W2 2 X 4 SPF 1650F 1,5E, W1 2 X 6 ill= No.2 W14 2 X4SPF 1650F 1-5E REACTIONS (lbs/site) 17=10028/0-5-8 10=13306/0'5- a Hiorz 17=151 (lod case Maxliftl7=-1 4(load case 6), 10=-1 1 (load case Max Grav 17=13280load Flor(TL BRACING TOP CHORD BOTCHORD 0_07 10 n!a nla j MT18H ' Weight: 5181b 14/1 0 197/144 Scale = 1,45.2 )H:�' Structural wood sheathing directly @PPlied or 6-0-0 oc purlins except end verlicals. a Frigid ceiling directly applied or 10-0-0 or, bracing, Except: �--0 bracing: 16-17. FORCES (1b) - Maxi m u rn omp re i onlMaximurs Tension TOPCHORD 1-=0/200, -=-1 3299/13681, -=-1 6722/1758, 4-5=-1 8-9---16861/1881,2-17z:-12839/129759-10=-1432111587 BT HFC 1-�--� ��1 ��-1 =-1�1 �� 1- � �f `l }112-13--1687/15466 VVEBS -�1 =-1 1 /13854 a 1 -11=-19211563 a 6-13= _7-12=-409/2313,.8-12=-300/2697, -11=- 14/249,2-16=-1127/11 7 L11 1425113160 NOTES 1) Special connection required to distribute wet) foads mit euall between -ply truss to b connected totf�ir � ill Plies, h .�11 ��R Nailsas folies: Top chords connected as follows: 2 X 4 , 1 row at 0--0 oc, - X 6 - 2 r ows Bottom chords connected a fof I o : X - row �t - -� ��. Webs connected afold �t �-�'-� �. : X 4 - 1 roar t o- -o oo, Except member 6-13 2 X 4 - 2 rows t equally _ - _(F) .� Ii lid �r� �n�id rd ��aPf �� all plies, �� t if noted �r b�} f� in the LOAD E section. Plyto pfd connectionshave been provided ed to distribute only loads noted (F or � ��uslis otherwise w indicated.Wind: ASCE 7-98; 0mph; h= fta T DL�4.8psf, -4. p f,Category II; Exp Q enclosed; MWFRS interior , Lumber DOL=1.33 plate grip D L=1. 33. TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); E a Sheltered 6) Unbalanced snow ids have been con,5iderecj for this design. This truss has been designed for greater of mlrl rOOf I We load of 16. 0 pf or ti flit roof f of pfrbn non -concurrent with other !i' load � f'r vides adequate cjrarnage to prevent water ponding. This true has been des igned for a 10,0 p t bottom chord live load 60, 'l1JI t r plt unlst>ri iritd.r,rurrnt ittr� thr I� loads. inLxecl on page CCS Q P-4 Job fi - . T� /P+ Hi ROOF TRUSS STOCKCOMPONENTS-IF, Idaho F2 [I , I D 0 , Robin NOTES Qty Ply RE -LONDI I E/11a7/EJ(1D ob Reference aptivnal 6.200:s Feb 71 2005 MiTeic Industries, EnC- Mon Noir 07 14:22:42 2005 Page 11) Provide mechanical connection {by others} of truss to baring plate capable of withstanding 1324 Ib uplift at joink 17 and 1819 Ib uplift at joint 10 . 12) This truss is designed in accordance with the 2003 international Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced standard ANSI/TPI 1. 13) Girder carries tip -in span(s): 30-8-0 from 12-4-8 to 24-a-0 14} Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1112 Ib down and 112 !b up at 6-1-5, and 2161 Ib dawn and 217 ib up at 7-10-8, and 14803 lb down and 1484 Ib up at 12-2-4 on bottom chord. The designlselectian of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1 Snow- "Lurnber Incre =1,1 , Plate Increase= 1.1 Uniform Coal (plf Vert: 1—=--, -5=_867 l=—a Concentrated Load (1b) 7-9=-867 13-17=—1 a 10-137-735(F=-71 Vert: 15=-763(F) 74=-1483{F} 13=-10155{F} Job Tl Truss H Tr /p ROOF TRUSS COMPONENTS -11F, Idaho Falls, ID 83403, Robin -0- `0- I 2 Job Referenceo tional -200 s Feb 11 2005 l ITek Industries, ln. B O A 12-0-0 -- 1-5x4 11 4 5 U4 I Plate Offset , : 0- - , 0-1-8 ,., -. .� LOADING (psf) TSL L 35.0 F�F1 � -�- Plates Increase 1.15 TL�L ,�. Lumber Ir�r� 'I .�1 L� .� p StressIr�r NOCode IRC2003JTP12002BCDL 80 LUMBER TOP CHORD DOT H RD WEBS X4 SPF 1650F I - 5E X 6 CSF No,2 X 4 SIF Stud/Std 0 7 I. Moi Nov 0 1.,22:42 2005 Page I ale = 1;40.0 REACTIONS (Jb/ i o) 9=126210-5-8,6=1148/Mechanical Max Hort-1(lod case 7) Max ,pl ift =-1 (I cad ease 7). 14 (load case ) Max Grav _ 14 (f cad case )* 6=1 `i Io d case ) BRACING TOPCHORD Structural wood sheathing directly applied or -0�0 0purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LBS 1 Row at midpt - FORCES (lb) - MaXIMUM Cornpression/Maxi mum Tension TOP CHORD 2-9=_1 100/1 05P 1-2=01961 2-3=-1 120"69, -4=-458/2 5-6--73/24 T H .0 - = -10311 7, =-11 1 WERE 2-8=-29/7717 3-8=-5,8/662-t ,8/662} -7=-774/1i4, -7=-111 /1 052P 4-6--1078/139 NOTE - =- TE 1) -ply truss to be connected together with 0,131HX " Mails as follows: Top chords connected as follows: 2 X 4 1 row at 0-9-0 o. E tt nn chords connected as follows: 2 X 6 - 2 rows at 0-9-0 o . 'webs connected as follows: 2 X 4 - *1 row at 0-9-0 o - All loads are considered equally applied to all plies, except if noted a front(F) or b to p1 or�n�ctJ�n bay beenr��ridd t ditri � o (B) �' fry the LD E) tion. FSI p distribute only loads noted a (F) or (3), unless othervv[se indicated_ Wind: ASCE - mph; h=ft; TCL =4.8p.f; DL=4. pf* t 11; L p enclosed; FFinterior ra� L rD L�1F plate grip COL=1, TOLL: ASCL 7-98; Pf=35.0 p f (flat roof snow)- Exp } Fu[ly Exp. p Unb2Janced snow loads have been considered" for this design. ) This truss has been designed for greater of min n roof kve load of 20.0 pf or 2.00 times fit roof ioad of 35.0 pf on overhangs non -con urr of with other lige loads. Provide adequate drainage to prevent water ponding, This truss has been designed f or a 10.0 psi bottom chord live load noncon urr nt with any other live Jcad . Refer to girder(s) for truss to truss connections. 1Provide mechanical corms tion (by others) of truss to bearing late o able of at jointp p withstanding Ib npliftt joint Ib uplift 11) This true is designed in accordance with the 2003 Inte #ianalcid referenced standard N I/TPI 1. r tE l d sections F . �l L d f .�1 end i ) Girder carries tie -ire span (s): -0- from 0-0-0 to 12-0-0 LOAD D CASES) Standard Continued on page U4 _ U4 12-0-0 TC 0.48 TEFL Ver t(LL) In -0.02 (1 ) 7-8 I/defl > 9 99 L/d PLATES GFT" 240 BC 0.1 rt(TL) -0.03 7-8 >999 MT20 180 B 0.32 Hr(TL) 0.00 6 n/a n1a (Matrix) Weight, 177 Ib REACTIONS (Jb/ i o) 9=126210-5-8,6=1148/Mechanical Max Hort-1(lod case 7) Max ,pl ift =-1 (I cad ease 7). 14 (load case ) Max Grav _ 14 (f cad case )* 6=1 `i Io d case ) BRACING TOPCHORD Structural wood sheathing directly applied or -0�0 0purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. LBS 1 Row at midpt - FORCES (lb) - MaXIMUM Cornpression/Maxi mum Tension TOP CHORD 2-9=_1 100/1 05P 1-2=01961 2-3=-1 120"69, -4=-458/2 5-6--73/24 T H .0 - = -10311 7, =-11 1 WERE 2-8=-29/7717 3-8=-5,8/662-t ,8/662} -7=-774/1i4, -7=-111 /1 052P 4-6--1078/139 NOTE - =- TE 1) -ply truss to be connected together with 0,131HX " Mails as follows: Top chords connected as follows: 2 X 4 1 row at 0-9-0 o. E tt nn chords connected as follows: 2 X 6 - 2 rows at 0-9-0 o . 'webs connected as follows: 2 X 4 - *1 row at 0-9-0 o - All loads are considered equally applied to all plies, except if noted a front(F) or b to p1 or�n�ctJ�n bay beenr��ridd t ditri � o (B) �' fry the LD E) tion. FSI p distribute only loads noted a (F) or (3), unless othervv[se indicated_ Wind: ASCE - mph; h=ft; TCL =4.8p.f; DL=4. pf* t 11; L p enclosed; FFinterior ra� L rD L�1F plate grip COL=1, TOLL: ASCL 7-98; Pf=35.0 p f (flat roof snow)- Exp } Fu[ly Exp. p Unb2Janced snow loads have been considered" for this design. ) This truss has been designed for greater of min n roof kve load of 20.0 pf or 2.00 times fit roof ioad of 35.0 pf on overhangs non -con urr of with other lige loads. Provide adequate drainage to prevent water ponding, This truss has been designed f or a 10.0 psi bottom chord live load noncon urr nt with any other live Jcad . Refer to girder(s) for truss to truss connections. 1Provide mechanical corms tion (by others) of truss to bearing late o able of at jointp p withstanding Ib npliftt joint Ib uplift 11) This true is designed in accordance with the 2003 Inte #ianalcid referenced standard N I/TPI 1. r tE l d sections F . �l L d f .�1 end i ) Girder carries tie -ire span (s): -0- from 0-0-0 to 12-0-0 LOAD D CASES) Standard Continued on page [Job truss Tr � ape � Qty � Q5675 H2 � IROOFTRUSS STACK COMPONENTS -IF, Idaho Falls, ID 83403, Robin LOAD CASE(S) Standard 1) S now Lumber Increase=9.15, Uniform Loads (plf) Vert: 1-2=43, 2-4=43, Plate Increase -1,15 4-5=-43, 6-9=-155(F=-147) PAY 'RF TLONbRIVEll 1-7fF,1(ID)R 2 Job Referenr:a fnntinnall �. 6.00 s Feb 11 2005 MiTek Industries, Inc. Mon Nov 07 14:221-42 2005 P �w" R Fuss ' Tr /pe 5 HF -D7 b�-ILF»JP STOCK1' P FEAT -1 F, Idaho Fa lJ , ID 83403, Robin �7r 3X4 / -4- 14.4 1 Plate Offsets MY)' [5-0-1-5. Edi LOADING Insfi TCL ��•0 SPACING 2'0`0 {Roof Snow=3�_Oj plates Increase 1,15 TC DL $�d Lumber Increase 1.15 SCLL �•d Rep Stress (ncr YES BCDL 8.0 bode JRC2003f7P12002 LUMBER TOPCHORD 2 X 4 SPF 1650F 1.5E BOTCHORD 2 X 4 SPF 1 65QF 1.5E Uu'EB5 Z X 4 SPF Stud/Std ETHERS 2 X 4 SPF StudfSfd 3x4 7 19-0-0 14.4 -0- L DRIVE/11- /EJ(I D J 11Job Reference otion l Fete i iT 1"Oustries, J nc. MOn NOV 07 14:22:43 2005 Page 1 19-0-0 12-8-0 0 11 -T DEFL in (Io) Ildefl L/dI,TE ` rt TQ n1a - a/a 999 Hor(TL) 0.00 13 n/ n/a BRACING TOP CHORD BOT CHORD WEBS iIT Weight., 114 Ib GRIP 197/144 Scale = 1,39.0 Structural wood sheathing directly applied or -0-0 or, purlins, except end verticals. F rgjd ceiling &ectly appiled or 10-0-0 o bradlng. 1 Row at midpt 1.-1 REACTIONS lb/ i 1-1/19-0-0, 13=83/19-0-0, 14^207/1 -0-o, 15z--205/19-0-0, 16 204/19-0-0 17 1 5_ 05/1 -0- 1 -20 -11 - -0, 20=201/19-0-0, 21=2' 1 /1 - - , 22=170/19-0-0 7 MaH or 1- 1 load case N4ax Upldit`1 (so d case )r 13=- 1Goad case , 14 - 0 load case 15=-,30(i 17=-2 (Ioad case , 18=-33 (Joad case ), 1 9=-30 (load case), 20=-101 - =- (load case � load cage 7' �" 1 =1 I�ad 7 Maxra t = (load case ), 11=1 (load case )r 14= load case ,�.1 -2 99 ( gad ), 1 - 7(Ioad e )Y1�-r��d ,1 -�'(load ease ), `= 4 (io d case , 0- (load casea 1T O loa d case 2) , = 47(lo d case FORCES (Id) - Maximurn Compression/Maximum Tension 11`12 211, 12-13--=- 10-5/19 130-T CHORD 1-22--1/2.,21-22--1/2, 20-21 1/ , 19-20=-1/2, 1 -19=-112,17-18=-112, -_14-15=-112 1 -1 4=�-1 WEBS 1.1-d1 --273/51, 1 0-15z---266/49, -1 =°-265149, 8-17=-264149,7-1 8=-275/53 5 7/120) 3-21--276/127, 2-22=-222/95 N TE 1) "Find: ASCE 7-98; 9OMph; h= fti T DL=4. p f; 13CSL=4. psf; Category II' E ,n l [SOL -1,33 plate grip COOL=1. a p enclosed; `1 'F interior Lum r Truss designed fir wind loads in t1� plane � the truss �� f I��r studs a bl e E rid Deti 1""pad trrrd(normal t the, iTe "Standard 3) T LL: ASCE 7-98; Pf-35.0 psf (flat roof snow); Exp , Fuil F . Unbalanced snow loads have been corp p considered for �I�js thin. Prov.1cle adequate drainage to ,prevent grater ponding. This truss has been designed for a 10. p f bottom chord live load n � { All plates are 1.5x4 MT20 unlessotherwiseJird' nonconcurrent urr r�� it�i n other loads. Gable requires continuous bottom chord baring. ) Gable studs spaced at 2-0-0 o . 1 Provide mechanical connection (by other') of fru t� bearing plate j�Fr�t 1 1� uplift t ��t 14 I � a � p capable of withstanding I upliftat mint °1, 1 ib uplift at at joint • 1 pl ift at joint 1 0 1 b ups ift at j of rpt 16, rd u pl ift at joint I } I u I ift at J i nt . J nt 1 , 1 �1 I b uplift at joint , 1 lb uplift at joint 1 rid lb uplift ift @t joint . p � 1 , � I k� ��ift � a Contrauad on page Job Truss HF -D7 .Type HALF HIP �ffbCKPONENT -II` Idaho Fall ;I in Qty I pl!Y I�ALQN�RIVEI11-71EJ(IDiR 1 Jab Reference (optional) 6.200 s Feb 11 2005 MiTek industries, Inc. Mon Nov 07 1422:43 2005 Page 2 NOTES 11 }This truss is designEd in accordance with the 2003 International Residential Code sections R502.11.1, and R802.1 0.2 and referenced standard ANS IITPI 1. LOAD CASE(S) Standard Job,Truss Q5675 I NF -E1 Type _ KINGPOST STOCK COMPONENTS -IF, 1 d2ho Falls, 1 [ 83403, Robin 6-3-12 44 _— n. n rr1 7JDFI'E/ �1 1-/E J (1D �) IJob Reference (o0t!q , DO s Feb 11 200:5 MiTek l ndustr� , Inca 12-7-8 6-3-12 LOADING (psf) TGLL 35..0 SPACING 2-0-0 {Roof 5now�35.(}} Plates Increase 1.15 T�p� �.p Lumber Increase 1.15 g�� Rep Stress Incr YES BCDL g.p Code IRC20031TP12002 LUMBER BOT CHORD 2 X 4 SPF 165OF I. E OTHERS X 4 S PF Stud/Std 3x4 12_7- ._ - � 9 1 -7 - GS! TC 0.07 E3 0.05 WB 0.14 (Matrix) IT CS Mon Nov 07 14:22'.43 2005- 00 Page 1 Scale a 1-37.4 [TEFL in (lac) I/d fl L/d I PLATES GRIP Vert(LL)n/a -I n/ 999 MT20 1971144 11 rt(TL) n1a - n1a 999 Weight: 60lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 o purlins. E{ T I -1J D rigid eiIirn direal applied or 10-0-0 0- o � REACTIONS TION (lb/.size) 1=+124/ 1 - - a =124/1 - 7- * 1 0�-- 1 7/1 - - 11=1 3/ 1 -7 _ _ Max193112-7-858-234112-7-8 Horz 1=191 (load case 6) Max Upliftl=-54(load case 5). 7=-28(load case 6), 11=--94(load case 7), 12zz-120(load ciase 7), 9;---93(load case case ad case a 7--1 load case ), 1 =1 7(load case 1 11=297 J - � load ) case 2), 9=297(load case )a 8-338( FORCES (lb) - Maximum Compression/Maximum Tension TOPI ORD 1-2=-1 99/100, 2-3=- 1 1X91 r -4=-15 7/92 a 4-5=-1 57/75-6=-1 1/ BOTCHORD 1-1 2z --41/129T w 10-11 =-41/1 , -1 0=-41/129, - �--4111 , 7-8-41/129 WEBS 4-10--92/0) -11=-272/11 7 2-12z;-279/129,5-9=-272/115, 130 NOTES. 1) Wind: ASCE 7-98 90mph; h_f#; TDL=4,8 Vit; ED L= .8psf; Category I[; D L=1.33 plate grip D L=1. . enclosed; 1 F interior r� , Lurn r True designed for wind loads in the plane of the true only. a.�I End ��ti I"'' For td t indrrrr�l t the, iTl "Standard TOLL: ASCE - Pfz--35.0 Psf (flat roof snow); Exp ; Fully Exp, 4) Unbalanced snow loads have .deer, considered for t � This truss has been designed for a 10.0 psf b ttOm chord iive liveload n neon urr Ali plates are '1.5x4 MT20 unless otherwise indicated.rpt with n other I« loads, Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. ) Provide rchanic.J connectlon (by others) of true to bearing It . 7, 94I� ��iift at ��int �l 1 1 Jb u l�`tjoint�capable �f �tJ°�t.�.�dir� �� uplift at joint 1 * lb uplift at Jointa t 1 a lb uplift at j I rpt 9 and 121 ib uplift at joint 8. 1 ) This true is designed in accardancer with the 2003 Int rn tion[e ;demi«I Code sections R502.1 1.1 and R802.1 0.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard cad case ) Job Trus: T Type �Q5675 i ROOFTRUSS 57'QCK COMPONENTS-] F, Idaho Vans, Ib 8343, RobinJob Reference (o tionnr� Qty Ply ..7LOND I E/11-71EJ(1D) 6,200 s Feb 11 2005 MiTek Industnie. . Inc. Mon Nov 07 1422:44 00Page 1 3 1.5A 11 LOADING (f) TALL SPACING N - -� BSI DEFL in (lo c) I/defl L/d PLATEGRIP(Roof Snow=35, o �I�t Increase �.�T 0.72 '(LL) -0.00 6 >999 240 MT20 TSL Lumber Increase rea 1. ` B .04 e rt(TL) .0.00 � � 197/144 BOLL 0,0 Rep Stress In r YES WB 0.07 Flom TL -0,00 E CRL 8. (Matrix) Weight: 11 ib LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING BOT CHORD 2X 4,SPF 1650 1 � E TOP H RD Structural wood sheathing dir otl r app Ii ed or I -11-11 0C purlin EBX SPF Stud/Std except rid verticals. , B T H RD Frigid ce,[Ilng directly applied ,or 10-0-0 oc brain g. REACTIONS(Id/size) =402/0- - , 4=1 /f l hanicaJ, 3=-43/Mechanical l Max Horz X10 (1c d case Max H pl ift - 73 (l oa 1 case ). 4=- 4 load case 7), =- 0 load case Max Grav6=613(load o ), 4=33(load case 4), = Foad case FORCES (ab) - Maximurn onripre ion/Ma i M urn Tension TOP CHARD —_-1a l-2=011 , —_-168127 DOT CHORD 5-6=-1 02/0, 4-=0/0 WEBS -50/142 NOTES )Wind: ASCE 7-98 90rnph; h=ft; TDL=4.pf} DLL f; Category dI;- [SOL=1 , plate grip DOL=l .33. E rnlodr �I interior ,� Lumber YELL: ASCE `-Pf=35.0 psf (flat roof no 4E i p P�� E. nb iar� d snow to C shave been considered for thi design. 4This truss has been designed for greater Of min roof lire load of 16.0 p f or -00 tirries flat roof load of 35.0 psf on overhangs non- oncurrent with other live loads. This true has been designed for a 1 O.O p f bottom chord live load n� Refer t ird r( for tru totruss corpno tion ncnerr rpt with a,� other Ir loads. Provide mechanical onn tion (by others) of truss to bearing fate capable 4 and 203 lb UPlift at joint � � � of withstanding 7lib ��I�ft �t 1 rpt a Jh uplift at joint This tri �s designed in accordance with the 2003 in trntor7a IIr.d. nti1 Code sectionsF.1 1.1 and R802.10.2 n referenced standard ANSIITPI 1 LOAD CASE(S) Standard fob Truss Fp 1 Q5675 JIA ROOF TRUSS I - STOCK CO1 PFEI T --1F, Idaho F2JI r ID 83403, Pchin _ i 1 ��Y � TALQNDRIV�E111-7rE,1tlD)R I ' �L-Job i of r n o tonal _- P -200 Feb +11 005 MiTe J nd"u trie , J nc. 2-0-0 1-11-12 :3 FORCES (ib) - Maximum CornPression/Maxi mum Tension TOP .1-i FAD 2-6=-598/6671-2=01193t2-3=-168/26 ROT CHORD 5-6--10210,4-5=01 WEBS -=-Of1 42 1.5x4 11 TCLL 35.0 - - PAING 2-0-0 CS11 (Ro (Ro f Snow -35.0) Plates Increase 1.15 TC 0.72 T DL 8.0 Lumber Increase 1,15 BC 0.04 BOLL 0,0 Rep Stress In r YES WB O.07 BCDL &0 Code IRC.2003/TP12002 (Matrix) LUBBER >999 240 Vert(TL) T P HORD 2 X4 SPF 1650F 1.5E >999 BOTCHORD 2 X 4 SPF 1650F 1.5E -0.00 WEBS 2 X 4 SPF Stud/Std n1a REACTIONS (Ib/sine)-z40 / - -8t =1 / echanical, =-4 /Mechanical, Max Harz _1 0.(lod case ) Max kft =-73(l .d Case ), 4--74(102d case 7)aload case =-202 � Max ry=1 load ase , =(Iod case 4), =(load case FORCES (ib) - Maximum CornPression/Maxi mum Tension TOP .1-i FAD 2-6=-598/6671-2=01193t2-3=-168/26 ROT CHORD 5-6--10210,4-5=01 WEBS -=-Of1 42 1.5x4 11 1-11-1 EPL in (]cc) Ind fl L/ Vert(LL) -0,00 6 >999 240 Vert(TL) -.o 5 >999 180 Horz(TL) -0.00 3 n/a n1a BRACING TOPCHORD B T I ORD 1 rx 1-4:22L 442005 PLATES MT20 'eight: 11 It FI 197/144 Page 1 J Scale = 1:13.5 Structural' wood sheathin d erectly app li d or -11-1 o pu rl l res, except end vertical . Rigid ceiling directly applied or 10-0-0 oc bracing. TE 1 'and: ASCE '-; 0mph; h=ft; TDL;4.pf; �DL- �f; Category lir Exp ; enclosed; AF-rt�ri- r zone; L� b rD L=1. plate rip DOL_ TOLL: ASCE 7-; Pf=35,0 flat roof snow); Exp C: FLilly Exp. Unb l2nc d snow Goads have been considered for this design. 4This tri he. been designed for greater � of min roof live load of 16.0 p f or 2.00 tunes flat roof load of 35.0 p f on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 p f bottom chord live log. noncon rrent Refer to girder(s) for truss to connections. with a� other I��' loads. i 7) Provide mechanical' connection (by other) of truss to be2ring plate and 202 Ib uplift at joint3. ! of withstanding lb uplift tri uplift joint This truss Is designed In accordance with the 2003 International Residential referenced tandard J I/TPI 1, CodesectionsR502-1 1 .1 and F 0 .1 0, and LOAD CASES} Standard Jo1) 'Q5675 STOCK Truss Type Qty Ply J2 ROOF TRUSS 1 C COMPCN—ENTS-IF, Idaho Falls, ID 83403, I I�I�IfI T 1 6.200 s Feb 7AL DRIVE/11- /EJ(I ) Joh Referenceoptional 1 2005 Meek I n ustries , i n. Mon Nov 0 7 14:22:45 -15 e r� 1 ZX 1.4 11 3-11-11 1 r%] Lv1�'LJiEkV TCLL kp.71! 35•0 Si►'iL'NG 2-0'0 (Roof Snow --z35.0) Plates Increase 1.15 TCDL $•a Lumber increase 1.15 CLL 0.0 � Rep Stress Incr YES BCDL 8.0 � Code lftG20031TPlZf]QZ LUMBER TOP CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD 2 X4 SEF 1650E 1,5E EBS 2 X 4 SPF Stud/Std C5i TC 0.72 BC 0.11 WB 0.08 {Matrix} REACTIONS (lh/s i ) 6-436/0-5-8, 3=95/Mechanical, 4=30/Mechanical Max Hort =1 lo2d case 7 Max Hplift =- (lo d case ), =- land case ), 4=- (1 d case Maxrav6- to d case ), X14 (load case a 4- load case 4) FORCES ([b) - Maxum u rn Corgi pression/Maxi mum Tension TOP CHORD 2-6=-625/73 1-2=0/193P 2,.3=-183/55 BOT H RD 5-6---z-137/0,4-5=010 WEBS -50/149 DEAL in Vert(LL) -QOi Vert(TL) -0.03 Worz(TL] -0.44 BRACING TOPCHORD BOT H ID 35X4 -- (10G) I/d fl L/d PL.ATES GRIP -6 >999 240 MT20 19-1/144 5-6 >999 180 n/a n1a r Weight: 18 l Structural 'mood sheathing directly a pili d or -11-11 except end verftalls. Rigid ceiling directly ,applied or 10-0-0 oc bracing. NOTE 1) -Ind: ASCE 7-98; omph; h- ft: T L=4F p f; l3DL=4. p f; Category 11- E - n COOL -f1. Mate grip D L=1. p enclosed; J' l' I interior zone; Lumber TOLL: ASCE 7-98; Ef- .o Psf (flat roof snows Exp ; Fully Epp. Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of rain roof lire load of 16-0 �f or 2.00 fires fiat roof load of _0 �sf n overhangsnon-canourrenf with other live loads. This truss has been designed for a 10.0 p f bottom chord live load noncan urr nt with Refer togirder(s) for truss to truss connections.h any other 1r loads. Pro rd mechan� l connection (by others) of truss to b aIng pJ t ��hJ�f ii thsfarinand 35 Ih uplift at int 4. ,c) 113 UPIift at joint 61 79 Ib up]ift at joint This truss is designed in accordance w1th the 2003 International Residential Code. sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1 COAD CASE{S} Standard scale _ 1116.6 oc purlins, Job Truss Q5675 J21Ak ROOFTRUSS r 1 1 J f T -I , flo c Fail , ID 83403, Tobin LOADING ( p f) TOLL 350 ( Roof now=3 . ) TDL 8.0 LL 0.0 :BDL 8.0 LUE TOP CHORD BOT H ORD 'WEBS i Qfy Ply I P ILUIN1)RIVE/1 1-7 J(ID)R Job Reference 6.200 s Feb 11 2005 Mffe 1 nd u tries, Inc, -11-12 5 4 3x4 1.5x4 if -11-1 SPACING 2-0-0 CSI Plates Increase 1.95 TC 0.72 Lumber Increase 1.15 BC 0,11 Rep Stress Incr YES WB 0.08 Gude iRC2003ITP12002 (Matrix) 2 X 4 SIF 1OF 1.5F L/d X 4 SPF 1650F 1.5E >999 X 4 SPF Stud/ ;td REACTIONS (lb/size) 6=4,36/0-5-81 3=96/Mechanical, 4-30/Mechanical Max Hort ;137(load case 7 Max pl ft =- (Joad case 7), =-7 foa.d case ), =- load case Max ([Oa d case r 14 lad case )r 4- load case 4 ) FORCES (lb) - Maximum Compress ionlMaximum Tension TOP CHORD 2--6=-62617351-2z--0/1 93 p 2-3=-1 83/55 ESOT CHORD -=-1 7/0a 4-=/0 WEBS 2-5=0/1 49 DEFL in (Ioc) I/d fl L/d rk(LL) -0,01 5-6 >999 240 Vert(TL) -0.03 5-6 > 180 Hor (TL) -0.00 3 n1a n/a BRACING TOP CHORD ET HC IDn Nov 07 1422A5 2005 Page I PLATES MT20 Weight: 19 lb GRIP 1 9711 44 Seale = 1,18.6 Structural wood sheathing directly ap plied or 3-11-12 oc rl i res, except rid verticals. Rigid id it ire i redly applied or 10-0-0 oc bracing. MOTES 1 1) Wind: AS C E 7-98; 90rnph; h �--ft; TCL=4, sf` B DL=4.psf; Category 11. Epp x e nJosed M+' FRS i ntrior on; Lu rnber DOL -1.33 plate grip DOL -1.33. TOLL: ASCE 7-; Jif=35.0 Pf (fiat roof snow)- E xp Q Fully Exp. ) Unbaianced snow loads have been considered for this design. 4 This Muss has been designed for greater of min roof five load of 16.0 psf or . 00 ti rr� fiat roof bad of. 0 p f on overran non -concurrent with other I.« fonds. g 57) This truss has been designed for a 10.Esf bottom chord � d Iive load nonconcurrnt with any other hive, loads. Refer to girder(s) for truss to true connectlons. Provide mechanical connection (by others) of truss to bearinglate and Ib uplift at joint 4. � capable of withstanding Ib uplift at jaar-rt , 7lb uplift at joint This truss is designed in accordance with the 2003 Interna trona l Re i da n ti I Code sections R502.1 1.1 and R802.1 0.2 and referenced sta nda rd ANS I/TP I I. LOAD E(S) Standard Job 05675 STOCK Tru - Tip ype J3 ROUJ--TRUSS COMPONENTS -IF, Idaho 10 83403, Robin LOADING (p f TOLL 35.0 (Roof Snow=35,0) TL 8.0 F3LL 0.. BCDL 8.0 LUMBER TOP CHORD BOTCHORD WEBS any I peg 1 I I FSE -L NDRWVE 11-71E I D Joh Reference (qpt a ria_ o s Feb 11 2005 MiTek Industries, Inc. -0- SPACING -To Plates Increase 1 �1 Lumber Increase 1.15 Rep Stress Jnr YE CSi TC 0.72 BC 0.26 w8 0.09 �0cle InUZuuIR r riZOuz 1 {Matrix} REACTIONS (J h/Sze) 6=51710-5-87 3=203/.f oha ni o l, 4=46/Mechanical Max Honz 6=zl7 flood case ). Maxuplift =- 1(load case 7), =- (In d case ), =-1Pond case Max Dad case , 3 31 load case ,=104(load case FORCES (J h) - Max1mum Compression/Maximum Tension T P H D 2-6--725176,.1-2©01193,2-3=-239/13 BOT CHORD 5-6=-1 76'0, 4-5=0/0 'EBS 2-5=011 =011 DEFL in (loo) SPF 165OF 1.5E Vert(LL) X 4 SPF 1650F 1.5E Vert(TL) X 4 SPF Stud/Std REACTIONS (J h/Sze) 6=51710-5-87 3=203/.f oha ni o l, 4=46/Mechanical Max Honz 6=zl7 flood case ). Maxuplift =- 1(load case 7), =- (In d case ), =-1Pond case Max Dad case , 3 31 load case ,=104(load case FORCES (J h) - Max1mum Compression/Maximum Tension T P H D 2-6--725176,.1-2©01193,2-3=-239/13 BOT CHORD 5-6=-1 76'0, 4-5=0/0 'EBS 2-5=011 =011 DEFL in (loo) I/d fl Lld Vert(LL) -0.06 5-6 >999 240 Vert(TL) -0.14 5-6 >501 180 H r (TL) 0.00 3 n/a n1 BRACING TOP CHORD BOT CHORD Mon Nov 07 14:22,45 2005 Page 1 PLATES MT20 Weight: 26 lb GRIP 197/144 Structural wood -sheathing di rectly applied or -11-11 except end verftair, Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1)Wind: ASCE 7-98; 0mph; h= ft} T [ L.n--. p f; BCDL=4. psf; Category fI; F , D L-.1. Mato grip DOL -1.33, a enclosed.; T I FF interior one; Lumber TOLL:F- 7-198; Pf=35,0 p f (flat roof snow); Exp F Fully Exp. 3) Unbalanced snow loads have been !considered for this design. 4 This truss has been designed for greater of min roof live load of 1 .0f or 2.00 ti non-concurrentith tier lire loads. � i o fl�� roof load �f �. � � �n � rhangs This true has been designed for a 10.0 p f bottom chord Ivy load non o.rt �-r nt ith any other liveload. Refer to girder . s) for truss to trus n.n ction . 7) Provrde mechanical contract«on (by others) of true to hearing plate capable of withstanding joint . 3 and 1 Ih uplift t joint ltd uplift Ih upliftat �rf This true is designed i n accordance with the 2003 International Residential Ood o sections referenced standard SI/TPI 1. f .1 .1! and .�1 and LOAD GASES) Standard Scale =1 -24.8 oc. purlins, Job Q5675 T I Tru ss Tr .. R_� pe J3A ROuf TRUSS . ' JE T -IFF Idaho Fabs, D 83403, Robin LOADING (pst) 7CLL 35.Q (Roof 5now=35.0) i'CDL BGLL a.p BCbL 8_0R1_. LUBE TOPS CHORD 130T CHORD WEBS Ply ALONDRIVE/1111-7/E (I `t Job Reference (optlon . VTek Industries, Inc. 11 .a 5 4 1.Sx¢ I 3x4 = Mon Nov 07 14:22:46 2005 -- 5-11-12 SPACING i t I r T . 1 J/defl L/d PLATES Lumber Increase 1.15 BC 0.26 Vert(TL) -0-14 5-6 >500 240 MT20 Rep Stress Incr YES WB o.09 Horz(TL) om 180 Code I /TP), 00 n/a Weight: ht: lb X 4 SPF 1F 1-5F X 4 SPF 1650F I .E X 4 SPF Stud/Std REACTIONS TI (lb/size) 6-517/0-5-8p =203/M echanical, 4=46/Mechanical Max Hor ®l (lo d case Max Uplift =- 1(Jo d case )a == (load case - 1 7(load case 7) e a — 1 load Case ), 4=1 4 load case 4) FORCE; (1b) Maximum rnpr ion/Ma imurr Tension TOP CHORD 2-6=-726/7611-2�011931,2-3=-239/132 BOTCHORD 5-6=-176/0.4-5=0/0 WEBS 18 2 GRIP 197/1 1 Page 1 BRACING TOFF H IIS Structural wood sheathing directly applied ppl`rd or 5-11-12 0c purlins,, except end erfi.2l . BOT CHORD Rigid ceiling d1rectly applied10-0-0 NOTES 1) Wind: E -; Mphh=ft; TCL- �fa DL=4.8psf; Category 11, E� enclosed; plate raP � =1,33. FSS interior orae, Lumber- TOLL: ASCE- 8, P�f=35:0 P f (flat roof snow Unbalanced�� 1�� ) Epp " Fully Exp.have been cons id r d for this design. This trusshas been designed for greater of min roof live load of 1 . p f or 2.00 tarries flat roof Pc gs non -concurrent with oth r Pi e loads_ �d �f ,� f �i� � rh r� Thfs truss has been designed for a 10.0 ;p f bottom Mrd PI v lad nor o �rrr nt with any other Pi loads. Refer t� irdr� for tri t �r� �rintP�r�r. 7) Provide mechanical, connection (bY Others) of truss to bearing plate capable �fwithstanding� I� ��Jft t joint Pb uplift at j. ntnd 1 P uplift atjo nte )This truss is dined in accordance with the 2003 referenced standard ANSIInternational Residentiald sections . Tial � .1 1 .1 and R802.10.2 and LOAD CASE(5) Standard Job .. Truss' �.yk r pe Q5675 J4 ROU'F TRUSS � p STOCK COMPONENTS -IF, Idaho Faiis �� Robin biro la I Plate Offsets -FX -1 3.p-1 -8 -2- -1 B 1 2-3-10 LOADING (,psf) TOLL 35,0 (Roof `no =35.0) Plates Increase 1.1 TDL 8.0 Lumberincreage 1.1 BC LL Rep Stress 1nr NO E3CDL 80 Code IRC2003/TP120-02 LUMBER TOP CHORD 2 X 4,SPF 1650F +1. BOT CHORD 2 X 4 SPF "1 J' 1_5E Qty 2 Ply fobof rend tional 6.200 s Feb 11 2005 MiTek Industries, Inc- -2-3-10 nc_ X11 .-- -o- Peon Nov O f _a ffF� � 1 _7� CSI BE1L T In I ) IiUfI LIC PLATESTE; BC .+ 'ptLL) -ro 999 0 T 20 I rt(TL) -0.00 b - U.U0 � tri ) FETI N (lb/size) 2=440/0-6-91 �"I /I iechan Maxcal, 3=-52/Mechanical Horz 2=95(load case MaxUplift =-1 (load case 7), L - (load case Max Grav 2=670(load case ), 4— (Io d case )r =4 (load case FORCES 11b) - Maxim= Compress-[On/Maxi u Tension TOPCHORD I, � 0/181, - =-d176124 BOT CHORD -4=0/0 Hor TL) -0. n/a rola BRACING TOIL FSC BOTCHORD Weight: Ib GRIP 197/144 Scale = 1:1 aa Structural wood sheathing directly applied or 2-0-0 Frigid ceiling dir er lied or 10-0-0 purlins, NOTES 1) Wind: ASCE 7-98; 9ornph; h=25ft; TCDL-z4-8psf; DOL=1.33 plate grip DOL_ L- . fa t 11; enclosed; d; F int TSL � � .� r-��r �� L�b�r L. ASCE 7-; F'f-35.0 Pf (flat roof snow); E loads3) Unbalanced snow have been considered fOr this design. ), This tris ha s been find f at greater of nn in F00f live load of 1 .1 psf or 2.00 tim flat roof load Of non -concurrent with other live loads, . � � � n orJ� � ) This truss has been d•rn,d for a 10.0 ps1= bottom chord Iii load nrnrtwith other live J_ ) Refer to girder(s)) for truss to truss onnection. Provide mechanical connection (by other of truss t� � r� d 225 1b uplift t joint r� plate l itJ rid i I eft rpt r� This t.rus.s I's designed in accordance with the 00International referenced standard ANS1 T Residential d s tions R502. and R8 02.10.2 and LOAD CASE(S) Standard JobTr•s - 1 ype Qty I1___ TRUSS STOCK PONEI T -IF, ld@fro Palls, lid 83403,Robin _L_ Ply RE I NUMVIL/I1-7/EJ(ID) Jeb Reference tip�_ 6.200 Feb� 0057MiTek Industries, I roc. 1-4-4 1 Plate t X,' � -1-1 a0 -'I a1, 11:0-2-8110-2-5 LAII pf) TOLL 35.0 (Roof Snow=35.0) TDL 8.0 BOLL 0.0 _CSL 8,0 LUMBER TOP CHORD BOTCHORD EES REACTIONS SPACING --0 Plates Increase 1.1 Lumber Increase 1.1 Rep Stress In r YES Code I F0/TP 12002 � CSI TC 0.92 Bc 0.10 WB 0,08 (Matrix) 7-4-4 DEFT in (Jo I/d fl Lld Vert(LL) -.0,00 7 >999 240 Vert(TL) -0,01 6-7 >999 180 Hor (TL) -O.Oo 5 n. /a n/a (Ib/size) 2-470/0-5-8p 5-90/Mechanical Max Horz 2=1 1 (f od case 7) Max Uplift2=-1 1(road case ), -- load case Max Gray =71 load — -125(load case 2) PONCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/183, -s-482/91, 34--19210 ET CHORD -=-1 7./323, -=-1 77.336! -=-20/53 WEBS 3-7--106/86y3-6=-304/159 Mon Nov 07 14:22:47 2005 Page I CD T_ LO PLATES MT20 Weight: 15 lb .IP 197/144 Structural wood sheathing d i redly applied or 2-2-0 o �u rllrs.I Rigid ceilingdirectlyplied or 1-0-0 o bracing. NOTES 1) Wind: ASCE 7-98; 90mph; hzz25ft; D L-1. lat ri DOL �- �' _ DL�-4. p �� t� � li; � � r� i�s�d; I�1 F1 int erior zone, Lumber 2) TOLL. ASCE - Pf-35.0 Pf (flat roof snow); E Unbalanced snow �p 7 F�iJ Epp. loads have been cons � der d for this design - 4) This truss has been designed fir greater of min 11-00f live load of 1 gs non -concurrent with then live loads. 16,8 p f or 2.00 t� �es flit root Ind f .0 f on orhr� This trus has been designed for a 10.0 psf bottom chord live load nonnurrent with any other live lid. Defer to girders) for truss to truss connections. Provide mechanical conne ti ori (by others)f true t bejoint 5. aring pJate capable of withstanding 131 lb Uplift at joint 2 and 45 lb uplifta ) This truss is dined in accordance with the 00International referencedstandard.N I/TPI 1. F ident,al od section02.�I �1. 1 and F . �I and LOAD CASE(S) Standard caI e = 114.6 X 4 SPF 1650F 1.5F BRACING X 4 SPF 165OF 1.5E TOP CHORD X 4 SPF Stud/Std BOT H ICS (Ib/size) 2-470/0-5-8p 5-90/Mechanical Max Horz 2=1 1 (f od case 7) Max Uplift2=-1 1(road case ), -- load case Max Gray =71 load — -125(load case 2) PONCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/183, -s-482/91, 34--19210 ET CHORD -=-1 7./323, -=-1 77.336! -=-20/53 WEBS 3-7--106/86y3-6=-304/159 Mon Nov 07 14:22:47 2005 Page I CD T_ LO PLATES MT20 Weight: 15 lb .IP 197/144 Structural wood sheathing d i redly applied or 2-2-0 o �u rllrs.I Rigid ceilingdirectlyplied or 1-0-0 o bracing. NOTES 1) Wind: ASCE 7-98; 90mph; hzz25ft; D L-1. lat ri DOL �- �' _ DL�-4. p �� t� � li; � � r� i�s�d; I�1 F1 int erior zone, Lumber 2) TOLL. ASCE - Pf-35.0 Pf (flat roof snow); E Unbalanced snow �p 7 F�iJ Epp. loads have been cons � der d for this design - 4) This truss has been designed fir greater of min 11-00f live load of 1 gs non -concurrent with then live loads. 16,8 p f or 2.00 t� �es flit root Ind f .0 f on orhr� This trus has been designed for a 10.0 psf bottom chord live load nonnurrent with any other live lid. Defer to girders) for truss to truss connections. Provide mechanical conne ti ori (by others)f true t bejoint 5. aring pJate capable of withstanding 131 lb Uplift at joint 2 and 45 lb uplifta ) This truss is dined in accordance with the 00International referencedstandard.N I/TPI 1. F ident,al od section02.�I �1. 1 and F . �I and LOAD CASE(S) Standard caI e = 114.6 Job Truer Q5675 IJ6 ROuF TRUSS L STOCK COMPONENTS -IF, Idaho Falls, ID 83403, RGbin 11 --- -- - ! 2-5-8 i'!Y �RF'- 4LONC7RIVE111-71E.}(1D)R 1I —Job e er n(qpUona�l 6.200 s Feb 11 200-5 IiT Industries, Inc QnNOV07 141274 0 05 Page 1 3-5-13 1_- 4 11 Plate offsets (Xy : 2:0-0-3,0-a�21. 7:0-2-4,D-2-4� — LClAC11NG (psf) TOLL 35.0 SPACING 2-0-U� Roof Snow -35.{}} Pates increase 1.15 TCDL � g.p Lumber Increase 1.15 gCLL 0.0 Rep Stress Incr YES i BCDL 8.0 Code IRC2003fTP12002 1 LUMBAR TOP CHARD 2 X 4 SPF 1650F 1.5E BOTCHORD 2 X 4 SPF 1650E 1.5F WEBS 2 X 4 SPF Stud/Std REACTIONS TION (lb/size)=434/0- - t _ 96/M h nr ca l Max Hort 2=1 (lo d case Max plift `-11 (load case 7)f =- ro d case Max Gray -655 load cap FORCES (1b) Maxi mu rn Cary pr on Maxi morn Tension TOP CHORD 1-� =011 1, - _- 70/ 3-4=-1 0 1/0 T CHORD 2-7--z-31/87, 7 � — p a�y1/� 1 .fj+ =— + { 7}6-7=-32/94p ,dii p 5-6=-21/74 d EBS 3-7--=-9/43, 3-6=-1 26/41 � - 3-5-13 Ile — — 1-0- CS1 TC 0.77 + DEFL in (hoc) lldefl Ud SC 0_05 Vert(LL) -0.00 2-7 X999 240 WB 0.03 Vert(TL) -Q.oQ 2-7 X999 180 {Matrix} No2(TL) -O.QQ 5 nla n/a Ill TOS' ISD BOT H D CD PLATES MT20 Weight; 15 lb GRIP 197/144 Scale = I:15_3 Structural wood sheathing directly applied or 3-5-13 o Purlins.Rigid �Ii-directly applied � or 10-0-0 �o bracing. . NOTES 1 Wind: ASCE 7-98-, '0m ph; h =ftr TCD L =4. f' E D _ f; Category ll� E P enclosed; finterior .��; LuTb�rDL=1. plate rp�L=1. T LLF ASCE 7-98; Pf=35.0 p f (flat roof snow); Fxp Q F ul)y Exp. 3) Unbalanced snow gads have been considered for this design. ) This truss has been designed fir greater of min roof live lob non -concurrent with other l ige loads of 16.0 pf or +00 tam flat roof load o� . 0 p f on �v rh n This truss has been desIgnod for a 10.0 psf bottom chord Cid Jour t� e load nor�or�u�'ront with ar�y other liveloads. i rdor( ) for truss to truss connections. ) Provide mechan ESI connection (by otter of truss t� boy rd r`t joint Eo b�lf ftl�tJ r� l uplift t joint errd 7 Ib uplift t 8) This true i's designed in accordance with the200' referenced t o rd ANS VT international rr-r r�or� f i t ti � osectionsI .1 n PI 1.�.`ior rr�d LOAD CASE(S) Standard Jou Tr -, Yp QUI U-JE I -IF, Idaho Fall's, ICS 83403P Robin Plate Offsets LOADING (p f) TOLL 35.0 (Roof Snow=3 , TDL 8rO BOLL 0 - BDL 8.0 LUBE TOPCHORD BOT CHORD WEBS 1_ I I u oto I Ply L I OLIVE/i 1-7/FJ(10 )R Job I eference ogtf ro 6.200 S Feb 11 2005 MiTek Industries, Inc. Mon Noir 07 14.22:47 2005 Pa ge I - i -- -0-0 -- 1 _F�, Q r 1 i SPACING 2-0-0 Places Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRG2003fTP120p2 X 4 CSF 240OF 2.OE X 4 SPF 165OF I - 5E X 4 SPF Stud/Std REACTIONS (115/size) 5=123/Mechanical, 2=45010-5-8 Max Horz 2=13 (load case ) Max U pl i =- 7flo d case r =-110(Road case Max Gray =17 I ad case 2), 2=677(load case 2) C5! TC 0.53 BC 0.04 WB 0.10 (Matrix) FORCES (It) - MaxinnumOr'npr sion1MaxI murn Tension TOP CHORD 1-2:=0/181, 2-3=-238/52t 3-4=-38/59 4- =- 4-6--167171 E30T CHORD -=-�1 5714 -7�- a . WEBS 3-7=-1 2/1269 3-6=-48/165 3-11, DEFL in (Jo f/d fl Vert (L L) -0.0 Vert(TL) -0.00 2-7 >999 H rz(TL) -0.00 5 n/a 1-6-0 L/d 240 180 n1 am P LT MT20 Weight: 20 Ib BRACING TOP CHORD Structural wood sheathing d[rectiy applied or - 0-0 oc purlins, except nerfl aJ . BOTCHORD Rig1d ceiling dlirectly directlyapplied or -0-0 oc dr NOTES * fa t If; nld I F rrtrl� 0r L�r�� DOL_ 1 .33 pJt grip DL -1. . � TOLL: ASCE - Pf=35,0 ,p f (flat roof no E 3) Unbalanced snow Toads have been considered for this des i n . 4) This truss h2 r, been designed for greater of min rOOf live load of 16., Pf or non- oncu rre ref with other live loads. times flit roof I d of 35.0 Psf on overhangs This truss has been designed for a 10.0 psf boftow chord lie load nonco.nurrent with any other lind. Refer to girders) for true to truss connections. 7) Provide mechanical connection (by otherof truss to bearing pJate capable of withstanding 57 lb joint 2. Clift at joint 5 and 1 1 0 1b uplift t ) This true is designed i n accordance wi#h the 2003 Int referenced t2ndar�d ANS I PI 1. �` tin JResidential d ti r� � . 2 and LEAD CASE(S) Standard cafe;--: -1;1 . FJ0_b____ Q5675 Truss _rype Qty L ROuF TRUSS 2 STOCK MP 1E T -iF lldahi Fall , ICS X3,03din o R - u 8 Ply IAF -.,: AL ON D RIVE/ 11-71E J(l D ) I � . Jots Reference (op�tjonal 6.200 Feb 11 2005 MiTe Indo' tragi M Inc- Mon Nov 07 14-22:48 4-9-13 t 5X4 w° 3x4 1 4--1 LOADING (�5f) - - rcLL 35.0 SPACING 2-0-0 csi (Roof 5now=35.0) Plates Increase 1.95 TC 0.72 TCDL gy�Q dumber Increase 1,�� BCLL p,p Rep Stress Incr YDS W� � Q8 gCpL 8.0 Cade IRC20031TPI2002 {Matrix} LUMBER TOS' H- D 2 X 4 SPF 1650F I rr:: BOT CHORD 2 X 4 SPF 1 650 F 1,5E WEBS X 4 SPF Stud/Std REACTIONS (J b/a) 6-46710-5-8, =1 II ha •. --37/Mechan1-cal Max Horz 6=1 4([ a d case 7) MaX lJPfift =- (load case , 3=- load case Max Grav 6=701 (load case )t 3=221 load case , = (f ad case FORCES (I -b) - Maximum COmPr ion/Maximum T TOP HORD - =-664 '74, 1- =[x/193 _ Tension 04/90 BOTCHORD -=-1 Jx 4-=010 WEBS -=0/162 `-1 DEFL in (lac) Ildefl L/d � Vert(LL) -0.02 �_R >oQu ')Ar) PLATES Vert(TL) -0.05 5-6 X999 180 MT2D Norz(TL) -4.{}0 3 n!a n!a RIP 197/144 Scale = 1-20.7 - z BRACING TOP CHORD tru turaf wood sheathing directly applied - - 13 oc purlins, pt end verticals, E3T HORD Rigid id ilin directly lied or 10-0-0 NOTES 1Wind: ASCE - 0mph; h= f; T DL�4. 1; L=pfrDOL-i. plate gripD L=z� . Category Il, Exp enclosed; MWFRSinterior zone, LumherTCLQ. ASCE -; Pf=35.0 Psf (flat 11700f loads snow E Unbalanced r�ov�r �a � , Fully ��. have been considered for this design,, This truss has been designed for greater of roman r oof non -concurrent with other live loads. live Id of 16.0 2.00 timesspat roof load of _0 Psf , overhangs This truss has been wind for a 10.0 pf bottom chord Defer to girder(s) for truss to truss live lea r� r� �n urrar�� with r� other live loads. Pra�ride r�ihni r�r�+�tl�r� J �r�r�e�r�r� h others) of trussto baarir� It� and ib uplift at joint I twithstandiI l�ft t a t I lift , . � joint Thi's truss is designed in accordance with th r r r� d a 2003 International Residential Code sections hard ANSI/TPI 1 ., F r� I�D. and LOAD CASE(S) Standard Job TrussTr pipe Qty 'Fl 05675 A RF TRUSS UGK COMPONENTS -IF, Idaho Falls, ID 83403, RobFn IAF LO ND R I / 114 1FJ(I D) 1 fob Reference o tional 6.200 s Feb 11 2005 ITek Industries, Inc. 4-10-11 4-10-11 LOADING — - — ----------------- (psf) TOLL 35.0 SPC #i --o (Roof Snow=35.0) Plates Increase 1.1 T DL 8,o Lumber Increase 1.1 B LL 0.0 Rep Stress In r YES ECRL 8.0 i Code JRC2003ITP!2002 LUMBER CS! TC 0.72 BC 0.17 WB 0.09 (Matrix) 3X4 4-10-11 4-10-11 E7EFL in (foG) 11defP Vert(LL) -0.03 5-6 >ggg Vert(TL) -0.06 5-6 X930 Harz(TL) 0.00 3 nla TOP CHORD 2 X 4 SPF 165OF 1..E BRACING BOT CHORD 2 X 4,9PF 1650F 1.5E TOIL H R D REACTIONS (Ib/size) 6_471/0-5-8, 3=147/Mechanical, 4_ Hyl = 1 Ioa�il��h�rri�P Max d case 7) Max Uplift `- (load case ), =- 0 f Io d case �,4=-26(l Max oad case 7) Grav6=706floadcase ),= Iod case ), =(load case 4 FORCES Ib) - Maximurn COMPression/Maxirnum Tension TOP CHORD 2-6=-668/74, 1-2=0/193p 207/93 BOT CHORD 5-6=--155/0j4-5z--010 EB2-5-4/163 5 A Mon Nov 07 14:22-148 2005 Page 1 Ud � PLATES 240 MT20 180 i n/a Weight: 22 lb RIP 197/144 tru turI wood sheathing directly applied or -10-11 except end verticals. Rigid ceifing directly applied or 10-0-0 o bracing, NOTES ) Wind. ASCE -7-; rnphh=25-ft, TSL-sf- BDL- DOL=1.33 plate grip DOL=1.33. zsf;t !I, Exp Q enciosed;FI interior zone; Lumber TOLL: ASCE 7-98; Pf=35.0 P f (flat roof snow)• E xp C; Fully Exp - 3) Unbalanced snow loads have been considered for this design. ) This truss has been designed for greater of min roof live load of 16,0 psf or 2.00 time fl gs non -concurrent with other Civ loads_ at roof load of 35.0 � f �n � rh�n 5)'Thils truss his been designed for a 10-0 pf bottom chord live Po Defer to gi rd r for tru, to truss on n ti ad nor`rcorrcurrent with nother live loads. a �r7+ Provide mechanical onne tion (by others) of truss to b and 26 Ib Uplift 2t joint 4. caring pfate capabJe of withstanding 55 Pb uplift at joint 6, 50 lb Ulift at . . ,p ��Pr�t This truss is designed in accordance 'tb the 2003 Inter national Residential referenced standard f I��TI�I `l . and LOAD CASE(S) Standard Scale= 1`20.9 0c purlins, Mi Q56 75 Tares Tr -'p MONO TRUSS ! UCK COMPONENTS-IF�_, Ida c F I.f , ICS 83403 objn _ - - -0-11 L0-0 Qty Ply M 1 6 I _LJob I of ren o tiona 6_200 s Peb 11 2005 "liTek 1 nd Lis rj6 Inc- Vr .� 4� X005 Jape I 1.5x4 4 1,5X4 1— 3-0-11 3-0-11 LOADING (psf) � —�— TCLL 35.0 SPACING 2-0-0 CSI� Roof 5now=35A) � Plates Increase 1.15 TC 0.72 TCOL 8.0 Lurcher Increase 1.15 BC 0.15 gCLL 0.0 Rep Stress Incr YDS l Wg 0-28 BCDL 8.0 1 Code IRC20031TPr2002 f IMatr1v1 LUBE TOP CH -RD ESOT HF WEBS 2 X4 SPF 165OF 1-5E X 4 S P F Skull/Std REACTIONS lb/size) 7-612/0-5-8, 5=365/Meeh Max Horz 7=217 (load case Max Upli == Poad case ), ,-1 11 (load case Max Grav=11 Road case FORCES (1 Maximum Corr pressi on/Maxirnum Tension TSP HIS 1 --11 -=-/0 -_ BOT CHORD 6-7--217/0, -=-86131 WEBS _-_85/11 , 3-5=-389/105, ®�_1 356 A 3-x4 = 5 ,34 i --0 4-11-5 J)E FL in Io ltd fl L/dP L Vert(LL)-240� T� Ffl� 0.02 - Vert(TL)20 197/144 -0.04 - > T H or (TL) C)_00 5 n1a n1a Weight: 45 !b BRACING — T I ORD Structural Wood sheathing directly applied �r 6-0-0 0 Opurlins, except end verticals. 13 T HORD Rigid ceiJing directl'y applied Or 6-0-0 0c bracing. WEBS 1 Row at midpt - NOTES 1 ) rid; ASCE 7-; nnpbr h=ftp TDL=.8f; BCD JL=1.33 It rip L�-1. LpfaCategory I;p r-�I; J''1=F ire zone; , Lumber TOLL. ASCE 7-98; Pf=35.0 p f (flat roofno - E �r p , Fully Exp. Unbalanced snow loads have been considered for t This true has been designedhip d�l�d for greater of min roof 1rve Foal Of 16, . gs non -concurrent with other- live Joad 0 � f or � t� flat roof ��n� �f � f on� �rF��r� This truss has been designed for a 10.0 pf bottomchord' live Ind nononurrnt with any other live loads. Refer to girder(s) for truss to truss connections, 7Provide mechanical cornection (by others) Of tris t joint ,bearir Itp�b�Jf withstanding I uplift pJiff at jointand�� 111 lbup�lP at This truss is designed in accordance with the 0international Residential stir f n F referenced standard Nl)'TF�I 1. . � end LCA CASE(S) Standard cnle = 1,33.4 Job Trus T+ a .Type Q5675 J M10 ROOF TRUSS STOCK COMPONENTS -IF, Idaho Falls, 10 83403o i bars -0- Qty I Ply I RF iLUINLe l I-111-(/LJ(ID)R Job Reference o tip rr l 6-200 s FebliTs I nd uistrie, Inc. 1..5A 11 .01 i _PlatyOffsets 0-1 5 ,0 - 0� LOADING (pst) TCLL 35.0 (Roof Snow=35.0) TCDD 8.0 BCLL 0.0 _seDL 8-0 f LUM13Ei TOP CHORD BOTCHORD EBS REACTIONS -- U-4- -2-8 SPACING 2-0-0 CSI Folates Increase 1.15, TC 0.60 Lumber Increase 1.15 BC 0.23 Rep Stress In r YES W13 0.38 Code I F 003/—F ]200 (Matrix) i X 4 SPF 21OOF 1.8E X 4 SHF 165OF 1.5F X 4 SPF Stud/Std (Ib/size) 6=359/Mechanical, 2-61810-5-8 Ma _ 1810- - a Hort = 14(Po d case Max Up lift =- 7 (l nad case 7), =- (fond case Max ra= load case 2), 2=z920(load case 2) FORCES (lb) - Maximum Om pression/l laxi.r n um Ten sion BOTCHORD - =-156/3 7, -8�-116/774, - =493/604 WEBS 3-8=-1 84/629P 4-8=;-1 062/267P 4-7=-38/47,5,=- DEFL in (Ioc), Ildeff L/d pert (U) ) -..4 -7 >999 240 ert(TL) -0.09 6-7 >999 ISO Ho (TL) 0,01 6 n1a n/a GRACING TOP CHORD F3T CHORD L6 Mon Nov 07 14 X2:49 2005' 00 Page l FOLATES MT20 Weight. 1h 1F' 197/144 Structural wood sheath ing di redly a ppJi d or 6-0-0 0c purl i n except end verticals. F i id ceiling directly applied or 6-0-0 oc bracing, TE .tr IAF Epp x enclosed; rIF interior IL= 1 , Int grip �L=1.,zone; Lumber TOLL-- ASCE -; Pf=35.0 pf (flat roof snow E r a Fully Exp, Unbalanced' snow loads have been considered for this design, 4) This truss has been designed for greater of win roof live load of 16,0 pf or ter flit ' load �eroverhangs its other live loads. This true has been designed for a 10-0 pf bottorn chord jive Id nenenurrent Wth any ether liar Ie4 R fe r to gi rd r( ) for truss to truss connections. ) Provide mechanical connection (by others) of fru t� bearing Jt capable withstanding b �PlF t joint and Ih uplift atjoirt This 'true is designed lel accordance with the 0international referencedstandard J I/TPI 1. Residential pie e tiorl R502,1 1.1 and F 0 . 1and LOAD CASE(S) Standard Scale = 1:29.8 Jab Q5675 srocK mss M11 Tr �' MONO TRUSS ENT -I r , Idaho Falls, ID 83403, Robin Qty I Pay FR—F 4 � 1 Jab Reference o #ional 6-200 s Feb 112005 MiTek Industries, Inc- -2-0-0 nc. - -0- ---4-0- .�- 1 8-0-0 -0-c --1 .5M r An I :1alCeb t —(� e -t -- K Uly- 0 - 0 - 1-6—,0 - 0 - 2 —1 LOADING (pgf) TCLL 35.0 (Roof Snow -35.0) TCDL 8.0 BCLL {},p _ gCDL 8.p LUMBER TIS CHOFZD B T H ISD WEBS SPACING 2-0-0 CS1 DEFL Plates Increase 1.1 n 00c) Ild fl Lumber Increase 1.15 Rep Stress Incr YES WB 0.1 F-I� Code JJ 00 /TP1200 (Matrix) TL 0.00 5 n/a X 4 SPF 1650F 1.E X 4 SPF 1650F 1.517 X 4 SIF Stud/Std REACTIONSlb/ i =618/0- - t= /1' I clam Max Igor =1 cal MaxUpali'ft-8(fd case , =-load case Max r =920 roa FORCES (fb) - Maximurn Ornpr ion/ a imum TOP CHORD 1-2:;--011811 -=-606/1 -4-- Tension - BT VIII2-5=-77/349a 1 �� - �' WEBS 3-5=z-421/93 11 Mon Nov 07 14:22:50 2005 Page 1 Lld � PLATES GRIP 240 N1i20 197f144 180 � nla Weig:341b Scale z 1:29.3 BRACING — TOPCHORD Structural wood sheathing directs - 0 0C purlins, xccpt end verticals, BOTCHORD R-1gid ceiling directly applied or 6-0-0 o MOTES 1. `inn- ASCE- ;0mph; h= ft; T C L=4- :sf; 13 L L=1. plate grip DOL=1.33. � Category If; Expenclosed; MWFRS interior on, Lumber 2) TOLL: ASCE 7498; Pf=35.0 Pf (flat roof snow ) Unbalanced snow loads�a Exp � F�IJ Exp. have been consi ere for this design. 4) This truss has been desIgned for greater of min roof [- Wg load of "I. non -Go ncurrar�t with c)th r figs load 0 p f or 2.00 t -Imes flat roof load of 35.0 p f on overhangs ) This truss has been designed for a 10.0 f b . Refer t� girder(s) for truss t � bottom chord live lead nonconcurrent its �t�a r live loads. o truss connections, Provide mechanical connection (by others) f truss t� a��r�Jata�bf�ithtan�joint inJb uplift at joint 2 and 72 lb uplift at ) This truss is designed in accordance with the 2003 referenced standard International Residential d tin M.1 . a I�TF�I �I , �� 1. `� and L.C3►4!] CASE{S} Standard joky Q5675 STOCK Truss Trype r ROOF TRUSS COMPONENTS -IF, Idaho Falls, I D 83403, Robin 1 P 1 to Offsets(Xayl-2�_-O-_,_0-0-2T -- -- Qty 4 ._ PIS F ,Ll IF' 1-I CI 1 - Job Reference O tiona 6.200 s Feb 11 6 IATC In�u trio Inc. Mon 0-14,22,50_Xa005� J P2gel -o-o {psf) lfdefl Lld -- 35,0 SPACING 2-0-0 (R+oofSnow=35.0} -- 1.95 TCpL 1-- Lumber Increase 1-15 4A 4 LOADING {psf) lfdefl Lld TCLL 35,0 SPACING 2-0-0 (R+oofSnow=35.0} plates Increase 1.95 TCpL 8 � Lumber Increase 1-15 BGLL 0.0 Rep Stress Incr YES BCDL 8,01 Code IRC2Q031TP12002 LUMBER TOP CHORD BOTCHORD WEBS X 4 SPF 1650F 1,5E X 4 SPF 1650F 1,5E X 4 SPF Stud/Std REACTIONS ll /size) = 359/1 ' echan Ica I, 2=61810-5-8 Max Ho. -1 (load case ) Max Upliff =-4 lload case )a =-1 (Ro d case Max rav=426load case 2), 2=914(load case 2) CSI TC 0.77 BG 0.31 WB 0.26 (Matrix) i FORCES 1b - Maximum COMPress [On/Maxi mum Tension TOP H J 1-2=0/18172-3=-62410,3-4z---247/054-5=-109/5,5-6=-49410 B T H D -7l-64/366-7=0/0 l WEBS 3-7=-336/10214-7--z-89/5815-7=0/437 DFL in (doc) lfdefl Lld Vert(LL) -a.fls 2-7 >999 zaa Vert(7L) -U4 2-7 X672 i$D r- 4 'LTE MT20 Weight: 42 lb GRIP 19-71144 BRACING T .P FI F A Structural -wood sheathing directly applied or - - �� 0 0C puriins, except end verticals. [SOT H RD Rigid ceiling directly applied or -0.0 oc bracing. MOTES 1)Wind: AE -8a r-nph; h=; TSL=psf; ESL=4. fr t lls E ; enclosed; F interiorDOL=1. p[ale ri� CL=1. zone. Lumber T LL. ASCE 7-98; Pf=35.0 p f (fiat roof snow); ; E J� L�,�ha12r�d n �� ; CJI ��F loads have been considered for this design, This truss has been designed for greater of rx1xn roof live load of 16.0 gs non -concurrent ith other live loads. p sf or 2.00 times flit roof load of .0 psf n o�r rb r� ) This truss has been designed for a 10.0 psf bottom chord Ii Refer to girder(s) r(.s for truss to truss connections, load r�or�cor� err nt with any atJ� r li 10 _ ten, ) Provide mechanical connection (by others) f truss to bearing plate otobJf itbtnd�r� Iplitt jrrtr�d `f �i This tris is � ft �.t ) designed �r� ��r��r� �th the 0,0Internationali referenced standard AIDS UTFI 1 d #i n F . �fi d f . d LOAD CASE(S) Standard X5675 Truss UUK OMP ENT, -I Fa Idaho Falls, FD 834037 obh --T LOADING (psf) TCLL 35O {Roof Snaw=35.0} TCDL g scLL 0.0 BCDL g.O LUMBER T F' H R D BOT CIAO D WEBS Type ISO TRUSS MTA rly Job Reference 6.200 s Fete 11 2005 MiTek Industries, free 4-11-5 I' 11 - 1 °5x4 I 3 4 .5X4 11 x4 _ 3x4 SPACING 2_0_0 ! Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YES Gale IRC20031TP12002 REACTIONS (Ib/size) =393/M ach2nis 4=393/Mechanical Max Horz 6=1 % oad case MaxUpli =-1 1 (road case 7) Max r l =573 (foad case , 4= Io d case 3-o-11 CSI TC 0.51 F3 C 0.15 WB 0,35 (Matrix) FORCES (1 b) •- Maximu rel Corn prey ion/Ma i mum Tension TOFF CHORD 1-2=-505/0', 2-3=-2091108, 3-4=-259163,1-6=-559/0 BOT CHORD 5-6=-149/6p 4-5=-101/395 WERS 2-5=-1 24/1 lot 2-4--:-;-485/123t 1-5=0/443 -0-0 I'! U 16 Mon Nov 07 14-122-650 2005 .gage I C@.Ie = ---.33.4 DEFL in {fog} Jlcfefj Lld � PLATES Vert(LL) -0.02 4-5 �sss 240 Mrzo Vert(TL) -0.04 4_5 >999 180 Harz(TL) 000 a nf., RIP 197/144 • r� � n� 'rht: 42 Jd BRACING TOP CHD Structural wood sheathing directly applied or 6.0-0 0C purlins, except end v rti f . .3 T CHORD Rigid id i I ing directly applied or 10-0-0 oc brad WEBS 1Row at midpt - rl�. TE 1)Wind: ASCE -; 0mph; h_ft; TSL=4. Ufa l3CDL=. DOL=1 . late r1 DOL=t ll Exp Q 1' interior n; Lumber T LL. ASCE ; Pf= 35.0 p f (flit roof sno,Exp- Fall E 3) Unbalanced snow load have been a rl ��nid��d ��r this dein. 4) This truss has been dile for a I O.O psf bottom chOrd live 1 Refer to girders) for trussto truss connections., load n�r� �r� ur�r��lt rtk� �� other ri loads - 5.) Provide mGhnraI connection (by others) of true to bearrn Iwithstanding 7) Th1s tr'ui des iad rrl arda n cits � t ,��,l� �f�1 � 1� uplift �t �ir�� . the 0 Int rnation I Residentia 1 Code sections R50 .11.1 a referenced standard f I[Tpl 1 I rid LOAD CASE(,) Standard X 4 SPF 1650F 1-5E X 4 SPF Stud/fid REACTIONS (Ib/size) =393/M ach2nis 4=393/Mechanical Max Horz 6=1 % oad case MaxUpli =-1 1 (road case 7) Max r l =573 (foad case , 4= Io d case 3-o-11 CSI TC 0.51 F3 C 0.15 WB 0,35 (Matrix) FORCES (1 b) •- Maximu rel Corn prey ion/Ma i mum Tension TOFF CHORD 1-2=-505/0', 2-3=-2091108, 3-4=-259163,1-6=-559/0 BOT CHORD 5-6=-149/6p 4-5=-101/395 WERS 2-5=-1 24/1 lot 2-4--:-;-485/123t 1-5=0/443 -0-0 I'! U 16 Mon Nov 07 14-122-650 2005 .gage I C@.Ie = ---.33.4 DEFL in {fog} Jlcfefj Lld � PLATES Vert(LL) -0.02 4-5 �sss 240 Mrzo Vert(TL) -0.04 4_5 >999 180 Harz(TL) 000 a nf., RIP 197/144 • r� � n� 'rht: 42 Jd BRACING TOP CHD Structural wood sheathing directly applied or 6.0-0 0C purlins, except end v rti f . .3 T CHORD Rigid id i I ing directly applied or 10-0-0 oc brad WEBS 1Row at midpt - rl�. TE 1)Wind: ASCE -; 0mph; h_ft; TSL=4. Ufa l3CDL=. DOL=1 . late r1 DOL=t ll Exp Q 1' interior n; Lumber T LL. ASCE ; Pf= 35.0 p f (flit roof sno,Exp- Fall E 3) Unbalanced snow load have been a rl ��nid��d ��r this dein. 4) This truss has been dile for a I O.O psf bottom chOrd live 1 Refer to girders) for trussto truss connections., load n�r� �r� ur�r��lt rtk� �� other ri loads - 5.) Provide mGhnraI connection (by others) of true to bearrn Iwithstanding 7) Th1s tr'ui des iad rrl arda n cits � t ,��,l� �f�1 � 1� uplift �t �ir�� . the 0 Int rnation I Residentia 1 Code sections R50 .11.1 a referenced standard f I[Tpl 1 I rid LOAD CASE(,) Standard Job Truss Type 056 I TIS USS STOCK COMPONENTS -IF, Idaho Fall's, ICS 83403, Robin LOADING (pf) TOLL 35.O (Roof no -5. TDL 8.0 BULL 0.0 E3LCL 8.0 LUJai"BEli TPHD BOTCHORD WEEDS _—— �2 I ._ Job encp 6.200 s Feb 11 2005 MjTe k ] nd u tri a Inc. Mon Nov 07 14-122:51 2005 page I 4-7-9 i.4 11 SPACING 1-0_0 Pates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO � cope iac2003rrP12002 X 4 SPF 165OF 1.5E X 6 DP No.2 X 4 SPF Stud/Std V 4 6A_ � 211 W 15 7-7-8 Z-1 I-] b 4-7-9 CSI TC 0.21 DEFT Vert(LL) in (loc) -0.02 5-6 !ldefd }999 Lld I PLATS 240 BC 0.45 Vert(TL) -0.04 5-6 }999 MT20 180 WS 0.36 Horz(TL) 0.00 5 nla nfa (Matrix) Weight: 100 Ib REACTIONS (lb/size) 7-1583/0-5-8,5=1458/Mechanical Max Hor 7-10 (lc d case Max UpliV=-1 61(load case 7), E-1 to d case Max Grav 7=1 load case 2), 5---zl 536(load case 2) FORCES (lb) Maximum Corn Press ion/Maximu m Torsion T JX Cry RCS 1- _ x;/96 a - =-1 11100, -4L- / 4-5--1 32 BOT CHORD-�'�-10 /5-6=-12,91992a - --- `1 WEBS 3-6--136/1182, -5--1 232/1605 2-6--z-64/1105 GRIP 1971144 BRACING TOP CHORD Structural wood sheathing directly lied or -0- 0 oc purlins, cpt end verticals. BOTCHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. DOTES 1 -,ply truss to be connected together with 0.131 NY Wail s as Top chordsconnected follows:fcJl� X 4- 1 row t 0--0 0. 130ttorn chords connected as follows:2 X 6 - 2 rows at 0-9-0 Webs Gonne t �d follows: X 4 - 1 rowt - - c. X] loadsarer� �' ' '� �c* considered d equally applied to nib plies, except if noted a front(F) r ba to Plonr��ti�r� �� n Provided�a �.i��r�� only ��' �, � cB) fain the LOAD „�(S) section. Pad � Wind,� �- �r��h;. h=fta TSL=�� • �, noted �F r (B), unless ti�r'i indicate.d. DL -1 - plate ri DOLS pL 4.pf�.t 11; Exp , enclosed,- fF interior 4 T � 1' .�rzone; LumberCLL, ASCE - t Pf= .0 p f (flat roof snow)- E C; Full Exp � gyp. Unbalanced snow to ds have been considered for this design. 6)Thi true hay err d� nod fir rpt r of nein roof live load of 16.0 p f or 2,00 tire, flat non-concu rr r t with other live loads, roof load f p f n c overhangs ) This truss has been designed for a 10,0 pf bottom chord live - Refer to girder(s) for truss to truss l d n roc r� urrcr� with n other lr loads. connections. Provide ch ni I connection (by others) of truss to t 'Dintbearingplatecapable of itstniirw 11 lb uplifttint arid 1 1 lb uplift 1 This truss is designed i n 2rda nce with the 0Int ern i on a] R I Icnt� ld sections I . `I 14 1 rid J 0Z 0.. and referencedta�d�rd �►►1l�TPI 1 11 Girder carries die -in span(s): 1 - - frOrn 0-0-0 tc) 7-9.0 LOAD CASE(S) Standard 1 Snow: Lumber Increase= 1 .15, Plate Increase= 1. 15 Uniform Loads .p l f Fart. -7=- (F,, 1 )a 1,2=-43, -4:4 Cal e-- 3!841=111 Job 05675 -§T--(:YC--K- Truss Type R -F TRUSS i NEi T -IF, Idaho Falls, 0 8340-3,Robin - w JF 1 QtY Ply L 0 N D R I'/11-71EJ(ID) 2 Job Reference (optio9 6100 S Feb 11 2005 MiTek Iridu tde , Inc. Mori Nov 07 14:22,51 2005 P -..I � -2-0-0 4-9-15 6-5-13 2-0-0 4-9-15 1-7-14 1-1--1i 5,66 F1 f,- ,5X 5 -- 4 1.x4 Ir L -- Plate Offsets X, . _-2_8,0_2�L - LOADING (psf)� TCLL 35.0 SPACING 2-0_0 (Roof Snow=35.0) plates Increase 1.15 7CDL g.0 Lumber lnerease 1.15 gGLL 0.0 Rep Stress Incr NO BCQL 8.0— Code IRC2003fTP12002 LUMBER TJX' CHORD 13 T H RD EBS X 4 SPF165OF I - 5E 2 X 6 DF N0.2 X 4 SPF Stud/Std CSI TC O.41 CSC 0.1,E 8 0 (M8tT1)t} REACTIONS (lb/size) 6-76311VIechanical, 9=72710_5_8 Max Horz 9=182(10ad case 7) Max Upfift6--l12(load case 7), 9--82(laad case 7} Max Grav6=10{12(load case 2), 9=1071(load case 2} 4_--1 4--1 FORCES (Ib) - Maximum Ornprey ion/Ma.ximurs Tension TSPCHORD 1-=0/�1 -�-48/-.�_-nn BOT H I D 8-9=-182/017-8=-46/352,6-7=-18/150 =— 182/01— =-4 /3La"7`_1 /1 0 WEBS 3-8=-27/374, -7-`572/82, 4-7=-79/76654-6=-8161977 2-8=0/380 DEFL 'Vert(LL) Vert(TL) 14 r% TL Y4 _ 4x4 6-5-13 7-7-8 1-7-14 1-1-11 1-1-11 in lfdefl LId I PLATES -0.01 8 X999 240 MT20 -0.01 S X999 1$0 -0.00 6 nla nla - ---� Weight: 125 !b BRACING TOPCHORD E3T CH OFD Scale ; 1:27.8 GRIP 197/144 Structural Wood shea thi ng directly app I j ed or 6 -c) -o 0c purl ray accept rid Verb cats+ a Rig id cei I ing di redly appl led or 140-g oc d racing, OTE 1) -ply truss to be connected together itis 0.1 1'r l' Na11 Tip chordsconnected afo11., _ a f�ll��r. Bottom chords connected as follows: X 6 - 2 rows at Webs connected as lows: 2 X 4 - 1 row at --0 0, All loads are considered equaNy applied to all plies, except if � �� f ��r�tj�r� l�a� fan r�jdd t p tad afront (F) car b�. (E) facein the L S section.F �" o d� tribut only loads noted as F) or E ur�1e Ply ) Wind: � 7-& mph; 1�=ft; TSL= �• E = � �a ��l�ri in�d�atd. p � � p�f, Category J 1, Exp r r�l�d; FI �r�tri�r DOL -1.33 plate grip DOL=1. one; Lumber 4) TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow)• E xp Q Fu�jy Exp. 5) Unbalanced snow loads have been considered for this d r n, ) This tri been �a�designed for greater of min roof g f live load of 20�O p f or 2.00 times fret roof load f 35.E non- n urr' nt with other live loads, � f n overhangs Provide adequate drainage to prevent waterondin . This true has been designed for a 10.0 � g 0.0 p f bottom chord live load noncon urr nt with any tithe Refer to irrd r( for true to true connections. r Iiloads. 1 0) Provide mechanical connection (by other) of tri t� bearing � plate of withstanding I� �pft �t joint d dt joint b uplift 1.1 This truss is designed in accordance with the 003 International Resid- nti r Code sections R50 ,11.E referenced standard I PI 1, and F 80 , 1and 1 Hanger(s) or other connection diceshall b 4-9-15,and I Provided sufficient to Support concentrated load (s) d�ar� and � 1� up at --�I on b,ottom chord, Thdpi �� i� d�� d Ih up � responsibility of others, design/selection ti�r� �f u�l� connection device(s) � the CASE(S) Stydard �0%tnDue on page Truss 4 RUOFTRUSS GOMPONENTS-IF, Idaho PF II , ID 33403, Robin LOAD CASE(S) Standard 1) Snow.- Lumber In c rease=1 .1 5, Plate Increase= 1, 1 Uniform Loads (paf) Concentrated Wad (Ib I FSIy q— L ND R I E/11-7/EJ IDR 2 Job Reference2#ionaf 6.200 s Feb 19 2005 MiTek industries, Inc. Mon Nov D714:22,-51 2005 Page 'Job Q5675 I runs 1 UUN UUMFONENTS-IF, Idaho F@11s, ID-83-40-3—IR Type MUNO TRUSS --` --1 Qty 1 1 ,Jap Reference (optional 6.200 s Feb 11200-5 1yii'ek Industries, Inc. 12-4-8 5x6—- 7-1-9 5x6 1 3 j 4 4 II 3x Cdate Offsets (X r dge, 12-0-3-3aF-dael TCL 35.0 f SPACING 2-0-0 (Roof Snow=35.0) plates Increase 1.75 TGDL 8.0 SCLC 0.0 BC[]L $.0 LUB-ER TOP CHOR.D BOT HO D WEBS Lumber f n.reae 1.15 Rap Stress In r YES Code I 0 0/TP 12002 X 4 SPF 1650F 1.5E X 4 SPF 1650E I . E X 4 SPF Stud/Std *Except* W5 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 6-616/0-5-8,4=616/Mechanica Max Hort = 4(l d case ) Max Upl rft4=-1 (load case Max r v 6= lad case , 4= Ioad case 5-2-15 � 5-2-15 1-4- r- Al I TEFL in roc) lldefl Ud vert(LL} -a.OG 4-5 >999 240 Vert(TL) -0.12 4-5 X959 180 Ho.rz(TL) 0.01 4 nfa rola FORCES (1b) - Maximum COMPress fOn/MaximLim Tension TOP CHORD 1-2z---93410, 2-3=-328/186;3-4=-400/9851-6=-851[0 BOT CHORD 5-6;;---246113114-5--142/656 WEBS - --76/ 1 , 2-4=-748/164P 1-5=0/547 BRACING TOPS IBJ' BOT CHORD EBS Mon Nov 07 14`22:52 2005 Page I PTE MT20 Weight: 64 Jb IP 1 97/1 44 Scale = 1 :46,9 Structural woad sheathing directly applied, ept end verticals - Rigid ceiling directly applied Or 10-0-0 or, bracing, 1 Row at midpt 3-47 - NOTES 1 ) Wind: ASCE -; 9OMphp h =ft; TD Li4.pf* BDL-4.8psf• DOL -I _ plate grip DIOL= 1 .te 11} Eiaed; FRS tr«rr� Lumber r L L: ASCE 7-98; Ptz--5 _ P f (flat roof snow)- E - Full E . Unbalanced need snow load have been considered for this� This trUSS has been designed for a 10.10 P. f bottom Chord live load n Refer t irde r ) for fru to truss corgi recti oris. nonconcurrent itnrtJ�e�' live f, Provide mechanical connection (by others) of truss to bearing ) Thif lru i d .�ilned N� �r�� atecapable ofwithstanding 1 r b �.rP l ift t jorr�t . with the 2003 iI niternati onal Residential Codea tions 8502.11. �1 and referenced standard 1PI 1. >rnd LOAD CASE(S) Standard Job Truss Type WN0 Truss STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Rob .In --1 Qty FlyITTAL ON DRIVE/11-7/E J I D - - 1 obeferer c o 6200 s Feb 11 2005 t�rl MiTek Industre , Jnc. Mon Nov 07 14,22;52 2005 Page 1 12 -4 - -1- a 5x6 ,J 8 6 5 4 3x4 I I 3x4 = -- 1 �1 -4- PlateOffsets � -.� -�� -1 3 a LniI TOLL 35.0 (Roof Snow -35.0) T DL 8.0 L 0.0 BDL 8.0 LUMBER TOP H I.C. BOTCHORD ''SEES SPACING 2-0-0 CSI Plates increase 1.15 TC 0.96 Lumber Increase 1.15 BC 0,32 Rep Stress Incr YES VVg 0.33 Cade IRC2003CTP12002Matrix) __L__� X 4 SPF 1OF 1.5F 4 SPF 165OF I _E 4 SPF Stud/Std *Except* W5 2 X 4 SPF 165OF 1.5E REACTIONS (lb/ i) 6=616/0-5-8, 4:z616/Mechanical MaxHort =234(1 cad case 7 Max plift4=-1 (lo .d case ) Max G ry 6_898(l oad ease , 4= (load case FORCES (1 b) - Maximum Compression/Maximum Tension T P H OF D 1-2=-934/0,,2-3---z-3281186,3-4=-40019811-6---7-,851/C) BOT CHORD 5-6z;-246/131, 4-5=-142/656 WEBS 2-5=-76/192, , -4=--7 -8/1 4, 1-5=0/547 DEFL in (1o) I/def! L/d Vert(LL) -0,0.6 4-5 >999 240 Vert (TL) - . 12 4-5 >999 180 Ho (TL) 0.01 4 n/ n/ BRACING TOP CHORD BOTCHORD EBS 'LTE NIT20 'ilht: 64 Ih GRIP 197/144 SC --k ; 1:45,9 Structural wood sheathing directly applied, except end v rUcal . Rigid ceiling directly applied or 10-0.0 oc bracing - 1 Row at micIpt -43 - TES 11'ind: ASCE 7-98; 90mph; h=ft; TSL=4.pf; BCDL=4. f� t [SOL=1. plate grip DOL 1. a 11; Eenclosed; 1 1 r'FF r + ri r n ; Lu r TOLL: ASCE 7-98, Pf=35.0 p f (flat roof snow); E Full E Unbalanced snow loads ra have been considered for t� ' �f�a design. ). This truss has been designed for a 10.0 p f bottom chord live load nonncurrnt with any other live Ioad. Refer to girder(s) for truss to truss connections. ) Provide mechanical connection (by others) f truss to ��t�ir� I Thi tru i � i r�� ire �r� � ate capable ofwith-standing 1 .f b uplift at joint 4.7)Vi n ce with tie 2003 Inti-imptr r� f �s:ide n1ja I collo o tion R� . i 141 ano 02. ief r n d t nciard' ANSI/TPI 1. . LOAD L() Standard Job Trus _ _ Type STOCK'Q5675 M7 PAUNO TRUSS F I — f I f" ENT -I F, Idaho Fal[s, ICS 83403. Rcb4n --------------- Qt}' Ply ./7ALdNDRIVE099-7/EJ(!iD}F2 Job Reference (optional 6.200.s Feb 11 2005 MiTek Industries, Inc. Mon Nov 07 14.22.53 zp�5 page 7 - - f UUT - n1 12-4-8 n1a - / -1 n/a -1- 3 --1. 12-4-8 _T Plate Offsets Xa 1 Eq e,0-1-1 , ;0-3-14, E f X11 ( psf)_� TOLL 35.0 SPACING -0- CSI' Roof now -35.0) TL 8.0 FLL 0.0 DL 8r0 LUMBER TOP H R D BOT CHORD WEBS Plates Increase 1.1 LurnberIncrease 1.1 Rep Stress Inr YES Code I . 0 /TP 12002 X 4 SPF 1650F I - 5E X 4 SPF `I OF 1,5E X 4 SPF SfudlStd *Except* W5 2 X 4 SPF 165OF 1.5E TC 0.97 BC 0.. B [x.38 (matrix) Vert(LL) f UUT - n1 e rt(TL) n1a - / Hor TL n/a BRACING TOS' CHORD BOTCHORD WEBS REACTIONS (lb/size) 6=298112-4-813=258112-4-8p 5`551/112-4-8o <1H0rZ 6=234(foad ease Max Uplift =- Goad case 7), L- 8(load Ease ), 4--=-48( load adcase ra-44lead case = gg(load ease), -78(f d case )} =1 load case FORCES (l b) - Max u ren CompressionfMaximum Tension TOP CHORD 1-2=-365111, 2-3=-327/187., -4=0/0; 1-6--400/0 BOT CHORD 5-6=-245/118; 4-5z---1 1 /1 4 EE 2-5=-724/821, 2-4--173/1297 1-5=-91138 LOAD CASE(S) St2ndard 5x6 L!d 999 999 n1a PLATES MT20 Weight: 4 Ib GRIP 197/144 Cale = 1-47,1 Structural wood sheathing directly applied, except end vertical's. Rigid d i lire directly applied d Or 1 � p� � 0- 0 oc brin. 1 Row at r�idpt -4 NOTES 1) Wind: ASCE -(-98; 9OMph; h-25ft' p�L 4. ps�f, tg 11; E� enclosed; � er�� r �� DOL=1.33 plate grip CS L -1.3x. , Lumber T LL: ASCE 7-98; Jif -35a Psf (flat roof snow); E r Fully 3) Unbalanced snow loads have been considered for this design. TbIs truss has been dsfgnd for a 10 .pf bottom chord ive load nrnn cu rre nt wi th any otbe r i ivIO2d . Gable requires continuous bottom chord bearing, ri ng at joint(s) 3 considers p2rJ ISI to grain value using ANSI/TPI 1n 1 capacity of be2ring Surface. g t grain formula. Building designr sJ ld rif 7) Provide rnechn i a1 connection (by others) of truss to bearing and 4 fly uplift at joint 4. plate capableofwithstanding� lift t joint , 48 lb u lift of ' ire This trussI designed ifaccordance 'th the00Iitematfo' l I rd e nt�lCode fr�-s8.11.1r��.�referenced standardANSI/TPI1, 0.2end Job Tress TYP12� I. Q5675 � M$ I RVOF TRUSS STOCK COMPONENTS -IF, Idaho Falls, 1D 83403, Robin 0 1 -0- WIN Ply I r.: " T L DJ IVEII 1-71'EJ�11D) _____iJ_0_b_R_e_f e re n Ce Lo p Lti (o) n 2 _J 6.200 s Feb 11 2005 MiTek Iridtistries, Inc. Mon Nov 07 14:22:53 2005 P age 1 7 -- 1 Y& 1 - -11�- 8-0-0 i -- 1-A -- _11--,late urrsetS,' :o-0-� ,0-- ' _---1 LOADING (pf TCLL 35.0 X 4 SPACING 2-0-0 CS1 DEFL in (Ioc) lldefl Lld (Roof Snow=35.0) TCDL SPF Plates Increase 1,15 Lumber Increase 1.15 TC 0.77 Vert(LL) -0.01 7-8 >999 240 8.0 BCLL 0.0 Rep Stress lncr YES BC 0.15 WB 0.23 Vert(TL) Horz(iL) -0.03 7-$ 0.01 7 >ggg 18,0 BCL 8.0 L Code IRC2003lTP12002 (Matrix) nla nla LUMBER TJX CHORD BOT CHORD WEBS REACTIONS (J hI ize) 7,35 / ha nical } 2=618/0 -5 - Max H ow 2=1 7(Io d case 7) Max Upli ft7= (load case , = 1 load case Max Grav7=426(load case 2), 2=914(load Case 2) BRACING TOIL CHORD BOT IIID FORCES 1) - Maxi r n um Corn Pression/Maximum Tension T P HORD 1- = /'1 1 - =-621/40; - _- 1245 4- =-166/2 - =- _ -57/14 BOTCHORD 2-9=-146/330,8-9=-167138217-8=-75/556 E B 3-9=-1 7811197 3-8z---651271, 4- 102/182, 4-7--579/76 5-7=-1 TE MT20 Weight: ht: Ib GRIP 197/144 Scale a 1:27.7 Structural wood sheathing directly applied or -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6�0-0 oc bracing. NOTES 1 Wind: ASCE -98; 90mph; h=ftp fiDL=4`pf; ADL=4. frYCategory 11Expaenclosed; F interiorr Lumber DOL=1. plate grip DOL=1. T TOLL: ASCE 7-98; Jif=35.0 P f (flat roof snow . E 3) Unbalanced �r � Fully ��. d row Coady have been considered for this' design. 4This true has been deigned for greater of min roof live load of 16.0 pf or 2.00 times flat roof load of 35.0 pf on overhangs non -concurrent with other lige loads. This truss has been € e i ned for a 1 OrO p f bottom chord lave J ad non concurrent with any other live loads. 1 efor to girders) for truss to truss connection , 7Provide ohsnioal connection hyo others) of truss to bearIng Platea joint pable withstanding Rift tined Ib�p�liftt This truss is designed in 2ccordance with the 2003 International Residential' ode e�t��r� I.-11.�1 end R802, 10.2 andreforen ed standard f IITPI 1. LOAD CASE(S) Standard X 4 SIF 1650F 1.5E X 4 SPF Stud/Std REACTIONS (J hI ize) 7,35 / ha nical } 2=618/0 -5 - Max H ow 2=1 7(Io d case 7) Max Upli ft7= (load case , = 1 load case Max Grav7=426(load case 2), 2=914(load Case 2) BRACING TOIL CHORD BOT IIID FORCES 1) - Maxi r n um Corn Pression/Maximum Tension T P HORD 1- = /'1 1 - =-621/40; - _- 1245 4- =-166/2 - =- _ -57/14 BOTCHORD 2-9=-146/330,8-9=-167138217-8=-75/556 E B 3-9=-1 7811197 3-8z---651271, 4- 102/182, 4-7--579/76 5-7=-1 TE MT20 Weight: ht: Ib GRIP 197/144 Scale a 1:27.7 Structural wood sheathing directly applied or -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6�0-0 oc bracing. NOTES 1 Wind: ASCE -98; 90mph; h=ftp fiDL=4`pf; ADL=4. frYCategory 11Expaenclosed; F interiorr Lumber DOL=1. plate grip DOL=1. T TOLL: ASCE 7-98; Jif=35.0 P f (flat roof snow . E 3) Unbalanced �r � Fully ��. d row Coady have been considered for this' design. 4This true has been deigned for greater of min roof live load of 16.0 pf or 2.00 times flat roof load of 35.0 pf on overhangs non -concurrent with other lige loads. This truss has been € e i ned for a 1 OrO p f bottom chord lave J ad non concurrent with any other live loads. 1 efor to girders) for truss to truss connection , 7Provide ohsnioal connection hyo others) of truss to bearIng Platea joint pable withstanding Rift tined Ib�p�liftt This truss is designed in 2ccordance with the 2003 International Residential' ode e�t��r� I.-11.�1 end R802, 10.2 andreforen ed standard f IITPI 1. LOAD CASE(S) Standard P191 Truss ' Type City M9 ROOF TRUSS t�:f11=1F, Idaho Fails, JD 4C, c)hin Ply "TALpNC]RIV�191-71EJ{ID}R I I doh Ref �o tional 6.200 Feb 11 200 ITek l nd ultra s, Inc. 2-5-8 s-o=o R, 1.5x4 11 5 1 Plate Offsets (X,Y) L:12: -Q-0-1 5 PO 21, -_0-2,_Q-24PO-2-4 LOADING (psf) TCLL 35.0 (Roof Snaw=35.0) TCDL g,a BCL 0.0 BCDL 8.(} LUMBER TOP CHORD BOT H ORD WEEDS SPACING --o Plates Increase 1.1 Lumber increase 1,15 Rep trey I ncr YES Code I 0/TP 12002 X 4 SPF 1F 1.5E X 4 SIFF 165,OF I_5E X 4 SPF Stud/Std � 2-5-8 3-11-8 1-6-o 8-D=0 4-0-$ Mon Nov 07 14.-22.-54 2005 Page 1 REACTIONS {[b/size) 6,359lMechanical, 2=61810_5_8 Max Horz2=214{load case 7} Max Uplift6=-72(load case 7), 2=-85{11o2d case 7} Max Grau6-520(load case 2), 2=920(foad case 2) FORCES (Ib) - Maxi urn COmpress[on/I la irnurn Tension TOP CHORD 1-2-01181, -3=-623/41, 3-4=-731123 - 5 =-1 - WEEDS 3-87-176/120, 3-7=-78J327,. 4-7--l04117 , 4- =-673 00 BRACING TOPCHORD BOT CHORD GRIP 19 t1ZIA Structural wood sheathing directly applied or -0-0 o udin except end verticals. p Rigid ceiling directly appl Tad or -0-0 oo bracing. NOTES } pf; Category 11; Exp vied F Interior Lark DSL=1 . platedrip DL=1 .. F r TOLL: ASCE 7-98- Pf=35.0 p f (flat roof n • E � .p • � Fully Exp, Unbalanced snow loads have been considered for this design. 4) Th is truss ha s been desig n ed for greater of min reef iii load of 16. 0 pf or .0tirnflat roof Id �f � pf �n rhe � �non-concurrent with other live loads. ) This true has been designed for a 1 .0, pf bottom chard lig P a.d nononcurrnt with any other live Pad:. Refer to girder(s) for truss s t truss connections. 7) Providmechanical connection others) of truss tbearing plate Capable of f��ornt UPI[ft at and Pjoint b uplift at This truss is designed ars accordance with the OInternational referenced standard ANS IJTPI 1 _Residential ataor� R502.1 and F.1 and LOAD CASES). Standard Scale = 1, 9. 8 CSi TC 0_77 DFL in Vert {LL} -0.01 MI6-? >l999 240 PLATES BC 0.15 Vert(TL) -0.03 5-7 }999 Mi20 180 WB 0.27 Horz(TL) 0.01 fi nla nla (Matrix) � WeigFrf:381b REACTIONS {[b/size) 6,359lMechanical, 2=61810_5_8 Max Horz2=214{load case 7} Max Uplift6=-72(load case 7), 2=-85{11o2d case 7} Max Grau6-520(load case 2), 2=920(foad case 2) FORCES (Ib) - Maxi urn COmpress[on/I la irnurn Tension TOP CHORD 1-2-01181, -3=-623/41, 3-4=-731123 - 5 =-1 - WEEDS 3-87-176/120, 3-7=-78J327,. 4-7--l04117 , 4- =-673 00 BRACING TOPCHORD BOT CHORD GRIP 19 t1ZIA Structural wood sheathing directly applied or -0-0 o udin except end verticals. p Rigid ceiling directly appl Tad or -0-0 oo bracing. NOTES } pf; Category 11; Exp vied F Interior Lark DSL=1 . platedrip DL=1 .. F r TOLL: ASCE 7-98- Pf=35.0 p f (flat roof n • E � .p • � Fully Exp, Unbalanced snow loads have been considered for this design. 4) Th is truss ha s been desig n ed for greater of min reef iii load of 16. 0 pf or .0tirnflat roof Id �f � pf �n rhe � �non-concurrent with other live loads. ) This true has been designed for a 1 .0, pf bottom chard lig P a.d nononcurrnt with any other live Pad:. Refer to girder(s) for truss s t truss connections. 7) Providmechanical connection others) of truss tbearing plate Capable of f��ornt UPI[ft at and Pjoint b uplift at This truss is designed ars accordance with the OInternational referenced standard ANS IJTPI 1 _Residential ataor� R502.1 and F.1 and LOAD CASES). Standard Scale = 1, 9. 8