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Home My WebLink AboutMiscellaneous Plans 2005-6-13 " .. CITY OF SPRINO.t<1.1:~:LD, ' Development Services D;'p<u ;......ent Building Safety Division Residential Plan Review JOB ADDRESS \ \ U> 0." lwr el.- CITY JOB#: ~ o.19 ~ OWNER: ~ ~O(\ PHONE: CONTRACI'OR: PHONE: Items listed below (if any) and those marked in red directly on the approved permit documents are incorporated into this project in addition to any requiremen~ "Wlearing on the construction plans and the City standard document entitled "Single Fwy add Dupt~. . Construction MoSt Commonly Missed Items". A corresponding number is tnarked on yoUr . plans for any items listed below where applicable. .. I ... . . . All references are to the 2003 Oregon State One and Two Family DweJling.S~ty C:"d.., : (2000 International One and Two Family Dwelling Code as amended 'l1%~ Statc!.or. Oregon unless noted otherwise). A copy of this code may be obtained from.the BuilcJiA& . ...... Tech Bookstore. Inc., 8020 S.W. Curus Dr. Beaverton, Oregon 974008-59B~. .. . . .... . . . ... . .. Your signature on the Building Permit is an lltr"""......ent that all items will be installetr or. corrected, and that all work on this project will comply with applicable codes. ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF SPRINGFIELD. PLANS REVIEWED BY: ~ ~sn W. ~H_ONE: Review completed on ~.O ~ See the attached "RESIDENTIAL CONSTRUCTION REOUIREMENTS CHECKLIST' by Professional Code Services of Springfield, OR. for references to notations marked in red on the drawings ..... . . ..... '.... .'. . . .. ...... . . .. ...... . . .. .. ..... ~ . . . .... ...... . . .... r S) -~?:J1 (\ i'lrl 0 - SHEET 1 . , " " t10fTIER ENGINEERINGi P.c.' ,.1245 PEARL STREET " EUGENE, OREGON 97401 (541) 4.84-9080 (541) 484-6859-FAX CLIENT: WO II: 17045 Date: 7 n.9105 Calc By: ARC JOB LOCATION: Cory Coon 1860 Manihi Eugene, OR 97477 1169 Laurel Ave. Springfield DRYVELL CALCULATIONS DESIGN CRITERIA ~'G\ - 01 S? \ 2 Expires: 12/31/ oS Pub\\L- LUok3 (J.{=(?rO~ Pv-v m~u~- 95/2./05 *DESIGN IS FOR THE FIVE YEAR STORM, "SOIL INFORMATION IS FROM THE, 'SOIL SURVEY OF LANE COUNTY AREA. OREGON' Drywell Calculations Based on SCS Rational Method Soil Type: Area Drained: Storm Intensity: Storm Duration: Draiilline Diameter: Drainline Length: Rational Runnoff Coeficient: Soil Permeability: Rock Void Fador: Volume of Water Deposited, V (Area*lntensity*Duration*Runnoff Coeficient): Storage Capacity of Drainline, Vp (Area of Pipe*Length of Pipe): Water Lost Out of Drywell, Per Unit Length, Vb (Permeability*Duration*(Width+Depth): Required Capacity Per Unit Length, V, (Depth*Width*Void Ratio): Width of Drywell: , Depth of Rock: Required Length of Drywell: (01-Vp)/0Ib+V,)): NEWBERG 96 4358 fi! 0.15 inlhr 24 hrs 3 in 20 ft 0.9 3 ,inlhr 0.35 1176.7 ft3 1.0 ft3 72.0 fflft 5.6 ft3/ft 8ft 2ft 16 ft ~ f .' " . ,<TIER ENGINEERING P,C. A5 PEARL STREET [UGENE, OREGON 1(541) 484-9080 ill (541) 484-6859-FAX I I' '. CLIENT: Cory Coon JOB LOCATION: WO # : 17045 , Da1e: 7n.9105 1169 Laurel Ave. Springfield Calc By: ARC SOLID INLET PIPE #4x 24" REBAR ~ r r O>S"""TION ,0< / '" PeeL "PE./ WP SO" ~1/' /~////////////!-I/////:;/Z////~~:~~ <V ^~ '1c::>cPo~ ~ oO,uoo Uo ~ooo~ 00 :;'~ ~ 00 ;'go~ Uo ~.goo /~ :c::>q~ ~ 00 ~go~ oogio~~ ~~ '''-',",''' 000000000000 # J_oQo oOQOOoooce.o,","'/ "//"'- / / / / 0 0 e::>ooo 0 oe::> 000 000000 90 ROLL: 0 00 0000000 06> 0 00 0 0 0/"// /'\./ A'/ A'\./.;('\./ ~ oo~o 0 06 Oc::> 00 ct. 0 ROOFING o~ 00 0006 Oc::> 06 Oe::> 000 CD~ /:.'\./ """'0""""'"",,-,, 00 oo&oe:: 00000&00000 I 00 c:> 00 &OC:e>oO 0 oC:>OOo&OcO~O 0 ,,""'v ,)//v/"-Y/'V':: ~oo~o~ 00~6 06 00 o~:=b6 06 <b0 o o 60C><b 0 ogOC>06 o~c:>, 0 "/v // // // oooc>o~ c>00<:>00 ;'0<::> >e::>ooc::>oo.,..,;'"OoCtoOO C>noCt~C>oOc>oO 0 //" /('<<(V<<""-"/'~ \>'A "->'A "->\. '\") >Sj'A "->>"'YA 'Y\"''J'>--V>-.. VAY~'f 1 1/2" ROUND OR L..- OPEN ROCK ""l\ ~"~~~ ' /h"/> ~o ~ 0 00 ~oa 0 ..... J C> 0 C>o 0 ~ / / // / ~ 00 oC> 0 0 0 0 0 00 ;"0 / /;< /, /,c>oc::> 0 ooc> /,' "/'"'~" oOc>oo~~oo o~ ~~o , "",, " '/<'//>00000 = =>=.0=00 .V/<// //;<///:>00 oC>O 000 0000 oc:>V//'\.// /", /' 0 0 0 0 0 ~o;..,.- 0'('0'" V' >'"' "/" 0 Oc::> ~ 00000.. 0 og ~~If' A"/"- 2' / /......./ / oCt 0 c> 0 0 0 C> . '/ / / ^'\.</~ t) 0 0 0 00 C>o 0 0 e> C>C> 0 C> 0 ~ 0 ,/ "/'"'''''>11' 10 0 goo 00 00000 000 00 & oe:: 0 0 ~ '-: '"'""/" //'-// ;'oe>;:-o!Qo 0000 ~ 06 'boo" /':-.// //;<//000 c>~CP ooc>ooc>;';< // /" "\ /,) 0 0 0 0 00 0 0 0 0 0 "'" "" "' 0 0>0000 oc> 0>0 a.'S'~ ...."- 0>'/ ooo~o 00 ~~ooo 0000 00 ~~OOOID YN/ /('\(~ 0 0 0 Oc> ~ <:>00 0 ~O 00 0 000 / ^''</ .,,~%"" 0 0> 0 0 00 ~ 0 00> 0 00 000 '"'"" ' /"- / /, 0 000 00 0 00 00 0 0 0 0>0 .L" // 00 c> 0000, '("<,/.:~ 0 ~ o~ '0000 0000 '<< '\ "",,, 'Y"Y)': 0=00=;'0, ;;" =;' y,:'>'y'A" ~~~~~<(~~~~:( //V/00000C TOP SOIL 90# ROLL ROOFING OR FILTER FABRIC 3 HOLE DISTRIBUTION BOX OR EQUAL LINE DITCH W/ FILTER FABRIC 1 1/2" ROUND OR OPEN ROCK 8' 1 LENGTH OF TRENCH J 6 FT LOCATE DRYWELL TRENCH 10' FROM BUILDINGS AND 5' FROM PROPERTY LINES, SECTION A-A DRYWELL TRENCH N,T,S. ___ I --+--- I ~ I I I I I , , . I ,~ 5ETBAcK AREA I i;vruRE RIGHT ,10 ~'( ACGllJ/SITION I I I I I I I I I I I I I I 'I' I I I" , I I I, , I ~~/~' I,'(J'\~~ ,~;~V.:. ,/7::0 I '" I " ,', , I I I I I' I , I' " I I' I . ~ .. ~4.2'IS'E ,,-,~-"";'-.i ' 125.00' I r ,I, I I I 'I' I I' , I 1 ;,1 I I I' L I 13: J........ I 'II . I - _ ....__ \ 1Jj) I 0 ...._ __ \ 1<0 Q i"'-....-_ _~kl;"1fI 0," .................., p'.1 0- \0 .............. .~..... ,Itn, " " : ...._......... _ _ \ __ Ill) I'" 'c.ONC,REiE :::., . _ jJ~ _ I' "'i_, I' "t/RI\IE\"lAY i ) _..... . ......_~......"'" 1......_ I ,...., .~':........ ......... .......,.J....._ I.....~ I ~...':'O ... " -_ ~... -.J' -_ ' I , :.?~...'dS;-" -,.....-...., , -- ' I I ,:.?~...,' ,\' -...J"+..... '-- j .' "6~.... \' 564'',.,''3''-' I ...., AI.. , '-_ L lI=- I <" ....' ,"" tl, I ....'~o. - \ ....---2-5t-;-.J..-";.:::~/.,.. ~--------- ' \ TO , ..,.,,73....::! ~ --0------- I \ ........... _" .' -------"tf- I ~,II) . :{ -_oJ r<- - - ~,_ N80~IOoW 6 ~ ' , qo.oo' - -'.ur- -- . 'i ~~~ \ j T, , , ~~ \ \ \ ~~-+~....l \ \ \" \. f~~t(" \ \ ", \ , I I I I \ I -- --..... ,-- .. ' ..~ \Fl fh ~ (C;\~Sb 6)' ,(~] 'J-" . ""C,,: .,<,_.._:,."_>,.;,i',,r::~<';'::;,,<( ,_",,,_.> "-;~''',''i{'< <<J:,;,,~,::' ,', ,,0,'-' .,' ~-'~' ". ,~ 10f;';"q'" SHAOO~CA~T'N6f'6'NT ---. ~ ).; 0\> \ \ I \ I \ ~\ \. ('I, \~' \ \ 5'-0' f'UE. DEDICA lED ~ ... \ ~'~9;f' "',',' r r ELEY. 100't \\ot-e-'. Pr -\re.e- -\6\U~q, ;..--- \J\.I(e&. {~ t\\\)~ {::> ~ eq; 8o:Jf,\\.. ~ -tfee-~ W\~CV o.;re. ~l el ' " ;1._ .) , , " . 21:.9 .., ~~ 2-M \ . . o , o IN; 1?,-6-0 20-04 11 R-li-O I c , C- , C ~G 11, 1/:- lie I tJ ~ ='" 13;; :I: ;f,.~c: Ii ' . I I. "'. ~I + T UJ '';' UJ Ui ~ f\' _"..( I:: 1'< 1 r<: r -t.6A4 n "-!JK;\\-' , , '~, L~_,'H_/, I':'!:' < <: ~ , // / / // /I;~<; L(T j ,r-'A"ti:7 / / / / / ,/ / / / / ie, '" J, / 'i /' /' / / / / //////11 " ,f/////// /, / / / / / / "'~/ / / / / / / / I //,///// / ,//////// / / / / / / / ~ / / / / / / / / /~- \, / / . / / / / / ~ / / / / / / / / / '\' ' II / / / / / / / /.~ ' . ...r.. . ...' ".~. I \ ' ,. I.. ". I. . J. .. .... . : . I -- , I) , ':' < ur,:;: II .' \.....- , ..... y \ .:..., : ..... ,/ H;Z: \ ;a... 11///1 7:.: .:~~. I.~. / //, / '..' :~\" ::Ir , ...<.' , I" . I - ;11 I ' 1;; It. _. -". \111 II '-LLLIII . ,~ I I [} 1 c . c- , '" q \ \ \ \ I I / / '\ / \ /, IS' , _~u( I H~ ~IZ , < I I I ~I Q-4-0 " I LL_?.l!l, ' 1"", " , '" ~~I , I II II fO' " I ?O_11_R n-o-O 1 Q_O_O Approval of Shop Drawings means the Configuration, bearing locations all( desIgn criteria have been reviewed and approved. As Contractor you must verity and approve all dimensions and truss counts on the Layout. Trusses wilfbe manufactured as approved. 29336 Airport Road EU2eJle. OR 97-ID2 April 1 , 2005 Job # 12614 Phone: (54\) 688-8671 Fax: (541) 688-0412 Laurel Street :ipnngtleld UK '. . To: Cascade Contracting NW 1860 Manihi Eugene. OR 97404, Uear Customer, We are sending you the following items: ~ Engineered drawings o Shop'drawings o Plans o Other o Change order These are transmitted as cbecked below: .. 0 For Approval ~ For your use 0 As Requested ,~ .... . . . . ..... . . . . .. .. . ...... . .. ..... . . . .. .. .... . .. .. . . ... . . . . .. .. .. .... . . .... .0," . .. .. . We apprecIate your business. 1t we can 'be of assistance, you can reach us at the phone or address listed below. 29336 Airport Road l:;ugene, UK Y/402 (541) 688-8671 Fax: (541) 688-0412 . ... . . . ... . ,.... . . .'. . ..... . . .. . ,.... . . .' .. .... , ." . .... ...... " . ... . ~ 0; <~'('~'~C~'9W:;~;\ (::.~ yl.-.,....",:,.,.~. I ,> ", 1':"<."'::""<'.'" '.: / " ,,' i"'/ -~ ~- - :~) " ::.,~<j~~.:;j.:~~:~,.\::<~;." \;;" ~h"'7 ~~ /",~", ,,"- .;;:,:'?';;' ~,;:;,/ '- '11,/ ,0-0 ,Ii ./ i 29336 AUnort Road " ~ Eugene. Ok 97402 f""'b'\:i"T: " .~~, '(541 )688-8671 "~~~}~~~.J theTRUSSco. inc WWW.TIumWSSCQ.COM NOTE: Tile Roof Pitch: TC: 8/12 & 6/12 Overhang: 16" ~ Vaulted Area ~ Pitch: 4/12 .... . .. .. . 0...,.._ D...,.._a_ o T___ Dl~Af'l'""""'! DN~_""'" Signature DATE: . . ...... . . . . .. .. . ...... . . .. ...... . '. .. .. .... . .... . . . .... '. . . . .... . . . . ,... . . .... . . . . . . . . .. . .. .. .. . . . .... . . . .. . .... .... . . ... . . . . . ... .. . I BUIlDE'" Cascade Contracting NW IJOBADDRESS' Address MODE" Model ~ REVlSION# I~~ 03/29/05 DATE' rnn'HJJ I ~~ NTS I-~ 12614 Job Truss Truss Type Qty Ply Cascade-Conl(12614r 12614 A10H SPECIAl The Truss CO., Sumner WA I Eugene OR ,Job Reference {qgtlonal\. 6.200 s Jan 21 2005 MITek Industries, lnc.. lhu Mar 3114:59:19 2005 P~91 ~'-41 1-4-'> 4-6-15 4-6-15 7-3-9 . 10.0...'\ . 1~~14, 15-5-8. 18.8-4 , , , 2-8-10 2-8-10 2-8-10 2-8-10 3-0-12 23-M 4-5-12 27-5-12 4-6-12 30-6-8 ; 3,.'\....1,..? f35-11-131 38-8-7 I 41-5-1 I J.O..12 2-8-10 2-8--10 2-8-10 2-8-10 4&<l-O 4-6-15 1'-4-il 1-4-'> Scale = 1:86,' 5><5= w 6.00 f12 4xS~ 9 """= ~ 5><5= 11 u ~ """'" . 3J 34 6x8= ,.35 5x14 MT18H-=i.OO[12 4x4 -::::. 4x4-::::. 32 4x8= 31 4x8= """'> """'> ~ ~ 29 . 28 ~ ll>dl 4x6~ 'Z1 2' 21 '" 1Qx10~ 2><411 ll>dl= 3x5 11 2x4 II lOx10'::::- 4x5.::::: 2X4 II . """'" 4x12 MT16H~ ~ 4x10__ 37 38 4xS-::::. 2><411 35-11-13 ..... 30-6-8 ' 3-1-3-'2 .35-6-8. . 38-8-7 . 41--5-1. 46-0-0 .. 3-0-12 ' 2-8--10 ' 2-3-6 ' , .~1e. ~-8--10' . ....5 ... .. .. ... ...... 0-5-5 .... . , ~~ - ......- - Plate Offsets (X, Y): [2:0+0,0-2-'>1,18:0-1-8.0-2-'>). [9:0-2-8.0-2-4J. 111:0-2-8.0-2-4J. 120:0-7-2.0-0-21. [26:0-5-0.0-3-{)1. 127:0-3-8.Edgel. [29:0-2-8.0-2-'>1. 130:D-3-ll ,O-~.r33:O-J-12,O-J-121 . , _ ..!..=-. 4-6-15 4..&-15 7-3-9 . 1O-Q..3 . 12--8.14. 15-5-8, 18-&-4 , , , 2-8-10 2-8-10 2-8-10 2-8-10 3-0-12. 27-s.12 8-11-8 LOADING (psn TelL 25.0 TCDL 15.0 BelL 0,0 BCDL 7,0 SPACING 2-0-0 Plates Increase 1 .15 Lumberlncrease 1.15 Rep Stress Incr YES Code IRC2003ffP12002 CSt TC 0.97 Be . 0.84 WB 0,95 (Malrlx) DEFL Vert{ll) Vert{Tl.) Horz{Tl.) in Ooc) 0.65 34-36 -1.31 34 0,65 18 Vdefl >501 >324 nta Ud 360 240 nta . . PLATES. GRIP ...... . . -MT20. -t8Sl148. . .. -MT18t-f... .:t8511~. .. ... ... .... o o LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 6 HF 1650F 1,5E 'Except' B3 2 X 6 HF No,2, B1 2 X 6 OF 2400F 2,OE B1 2 X 6 OF 2400F 2,OE. F2 2 X 4 HFISPF SludISTD WEBS 2 X 4 HF/SPF StudlSTD 'Except. W62X4 HF No,2. W8 2 X4 HF Stud. W92X4 HF Stud W92X4 HF Stud. W8 2 X4 HF Stud. W62X4 HF No,2 F32X4HFSlud BRACING TOP CHORD I .. .Weight: 249 Ib .......- ...... . . .. .~.. Structural wood sheattllhg fJ~y app1i'id q[ ~t--3 DC lJ1'Iifl!,.: except . .. .... 24-0ocpurlins(~15max.): 9-11. .. . Rigid ceiling directly applied or 4-4-6 oc bracing, Except: 1 Row al midpt 20-23 1 Brace al Jt{s): 23 .... ". BOT CHORD JOINTS ',/ REACTIONS (lblsi2e) 2=1626/0-5-8.27=2894/0-5-8.18=16/0-5-8 Max HOIz 2=160(load case 3) . . ,Max Uplift2=..924(load case 3). 27~1354(load case 3), 18=-245{load case 4) \ Max Grav2=1626(1oad case 1), 27=2894(load case 1), 18=174(load case 5) -' WEBS FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0148.2-3=-6149/3539. 3-4=-6753/3799, 4-~70713806. 5-6=-626913406. 6-7~5702l2947. 7-8=-4911/2358. 6-9=-310111458, 9-10=-278411343.10-11~1482/661, 11-12~16621710.12-13=-10331328. 13,14=-445/948. 14-15~1802l3876.16-16=-150413155, 16-17~151413067. 17-18~947/2075, 16-19=0148 BOT CHORD 2-38=-330915578,37-38=-3327/5712.36-37=-3491/6342.35-36=-3028/5890.34-35=-302615900. 33-34~248615330. 32-33~1716/4241, 31-32~307, 30-31 =01915. 29-30=-8761704. 28-29=-365411909. 26-28=-365911903.26-26=-317411657,23-25=-3185/1672. 22-23=-2148/1086, 2o-22~208511059, 16-20=-19021952. 24-27~121/259. 21-24=-121/259, 20-21~1231263 3-36=-389V89,3-37~2371687.5-37~1741102.6-36=-446I407,6-36~291/201,8-34=-53lY474, 7-34=-4801479, 7-33=-8031634.6-33=-106311947. 8-32=-201111066, 9-32=-56911051.10-32=-420J700.10-31~1225/532. 1'-31~23914'0. 12-31~36!U837. 12-30~1037/476. 13-30=-712/1813. 13-29=-18151701. 14-29=-122412734. 14-26=-237411043.16-26=-838/296, 16-23=-127/227. 17-23~11651572. 17-22~1441249. 26-27~289911353. j 21-22~75/155. 24-25=-471105 r EXPIRATION DATE: 12131/06 , " I i i NOTES 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-02: 85mph: h=25ft; TCDL=4,8psf: BCDL=4,2psf; Category II: Exp B; enclosed; c-c Exteri0l(2); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; LumberOOL=1.33 plate grip OOL=1.33. el:,~lIi\Yina 1JIl'l11l/ill"ldrainage to prevent water ponding, MAR 3 1 20M ~ A WARNING - VERIFY DESIGN PARAMETERS AND READ All NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE., Design valid for use only with MITe\( __,..,...._.__ lhlsdeslgn Is based only upon paI~atersshown. ond Is foran IndMduoI buiIdng __"__.,...,.. to beinsfalloei'ond loaded vertically. Appllcobi9tv of design parameters and proper 1nc00000otion of '-'-",'........,..", Is responsibility of building designer - not truss de$lgnEN. BlOClng ShOwn Is for lateral support of individual web members only. Actdllloncd temporary broctng to insure stability during construction is the responslblUly of the erectOl". Additlonol permanent bracing 01 the overall structure is the responsibility ot the buDding designer. For general guidcn:e regarding tobricotion QUality control. stOl"oge. dEllIvefy. erection and broc:itlQ. consutt Q5T-88 Quality Standard, DS8-89Blaclng SpecificatIOn. and H1B-91 Handling Installing ond BrocIng .,........",....'......'......, avaBoble from Truss Plale tnstllulo. 58J D'Onofrio Drtva. Mcx:ison WI 53719, ,A theTRUSSco. 8r BUIWmG SUPPLY INC. Job Truss Truss Type Q1y Ply Cascade Cont(12614) 12614 A1H SPECIAL Job Reference ,lop-tOnal' n_ _ ~ . 6.200 s Jan 21.2005 MlTek Industries;lnc. Thu Mar 31 13:25:522005 Page 1 ""The Truss Co,. SumnerV\'\/ Eugene OR ~14..(l 1-4.() 4-10-4 4-10-4 8-10-13 4.().9 12.1'~7 4.(}.9 174<) 4.(}.9 21.2~ 4-2-4 24-9-12 3-7-8 2&-11-14 4-2-2 &10 MT1BH~ . .""= 9 . ~ 6.00 f12 . 3 20 ".'" 4.00[12 21 2x4 II 4)(12~ 17 I. 2x4 II 15 14 3>05= ""= 13 ""= 4-1(U fl..1l'\-1;l 12.11-7 17.Q.{) 11-2-4 24-9-11: 4-10-4 ~ 4-0-9 4-0-9 4-24 3-7-8 -P1att:t Offsets lXV'. .f2:Q..1-2 Ednet r8:0-5-12,,0-1-121. (9:0-2-0.0-2-41, r12:0-2:4.0-1-8t (14:0-1-120-1-81. r18:0-5-0.Q-3-12] LOADING (ps~ TCll 25,0 TCDl 15,0 BCLL 0.0 BCDl 7,0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003lTP12002 CSI TC 0,85 BC 0.78 WB 0,96 (Matrix) DEFL Vert(ll) Vert(Tl.) Horz(Tl ) in (Ioc) 1.0519-20 -1.53 17 1.10 12 ~delI >3n >260 nIa Vd 360 240 nta 3J-5.8 ..,.,,0 Scafe"1:74,J ~ ~~ ~~ ~ ~ 12 ". = 3...!~. SJr.12. ..... . . ..... . . .. .. . ...... . . .. ...... . ...... . . .. PLATES.:. GRIP MT20 . 1651148 .. .-.MT18H. J65I1Mf-:!-: .,. ... .... ..,...Weight::!tft)ltf- .... LUMBER BRACING TOP CHORD 2 X4 HF 1650F 1,5E 'Except. TOP CHORD T3 2X4 HF No,2. T4 2X4 HF No,2 BOT CHORD 2 X 4 HF N02 'Except' BOT CHORD B 1 2 X 4 OF 2400F 2,OE. B3 2 X 4 HFfSPF SludlSTD WEBS 2 X 4 HF/SPF SludfSTD 'Except. WEBS W8 2 X4 HF SIud. W7 2 X4 HF 1650F 1,5E, W13 2 X4 HF No,2 JOINTS .. . .... . StructuraJ wood sheat;t..,e~t1y appMed or 1~2 DC punifl!... except end verticals, W~ DC pur11n!. ~-14 max.~~.a... Rigid ceirlng directly applied 01' 3-5-5 DC tJraUlO, Excel't: . 1 Row almidpt 18-19 ....: .... 1 Row at midpt 14-18.8-18,8-14,8-13.11-12,10-12 1 Brace al Jl(s): 18' REACTIONS (iblsize) 2=1699/0-5-8,12=1566/0-5-8 Max Horz2=572{load case 3'-_____ 'v'_ ,Max Uplift2~923(loadcaSe 3), 12~767(load case 3) " FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1-2=0142. 2-3=-6893/4430. ~79214288. 4-5=-6729/4300. 5-6~59nI3671. 6-7=-482312784. 7-8=-474612787,8-9=-9561646,9-10=-11451691. 10-11=-1011158, 11-12=-173/125 BOT CHORD 2-21=-457116271. 2ll-21=-4514f5299, 19-20--434116367, 18-19=-358415556. 16-18=.Jfl66. 7-18=-289182. 16-17=010, 15-16=0t.B5, 14-15=0185, 13-1~90/1148. 12-13~23BV691 WEBS 3-21=-136185.3-20=01126.5-20=-2301153.5-19=-7671634. 6-19=-5171431. 6-18~1067I8n. 14-18=-96811891, 8-18=-282414893.8-14=-14811709.8-13=-6861369,9-13=-227/224.10-13=-2931604.10-12=-1487/639 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDl=4,8pst, BCDl=4,2pst, Category II; Exp B; enclosed; c;.c Exlerior(2t. canlitever left and right exposed; end vertical left and right exposed; pon:h left and right exposed; Lumber DOl=1.33 plate gnp DOl=l,33, 3) Special provisions shall be made by the building designer tc? allow for G.Slin of horizontaI"'_4 ;....,....It due to Ifve load and 1,10in due to total load, 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pst bottom,chord live load. .... ...... ........rrent with any other live loads. ~~ ~I~~e:s a~~~O$~':ere::,~::~=~~ ~~:~~~t Method when this truss is chosen f~ qualityassu~nce inspection. J EXPIRATION DATE: 12/31/06 8) Bearing at joinl(s) 2 considers parallel to grain value using ANSlfTP11 angle to grain formula. Building designer should verify capacity of bearing surface. ' afAR 1 9) Provide mechanical connectioIl (by others) of truss to bearing plate capable of withstanding 9231b uplift et joint 2 and 767 Ib \lV1 3 2005 uplift at joint 12. Continued on page 2 .- A WARNING - VERIFY DESIGN PARAMElERS AND READ ALL NOTES ON THIS AND 11lIJSS DRAWING NOTES B.EFORE USE, Design void tOf use onty with MlTek _~....__,_._ ThIs design is bosedonly upon parameters shown. and Is foronildMdualbukJng _~__,.~_,'" to belnstolled andlooded vertlcolly. ApplcObll1ty Of deslgn ..~. _, ,~,~,. and proper _,w_...._.~n_..ot __."..._.,..,., Is tesponslbi/ity 01 buBdzlgdesigner .noftruss designer. Brodng shown Is fO( klterOl support of WldMduaI web members onty. AddIfIonol :"-.....~._. brocilg to Insure stability WIng construction IS the .~~.._.._...I of lhe eractOf. Addlllonol permanent brocng of the overolI stn.ICtue Is the responsibilty of me bu!ld!ng designer. For general guIdonce regarding lctxicotior\ CfI.dtY conttd. storoge. delivery. erection and b'ocing. COOSlit QST-88 Quality Standard. DS&-89 Bracing ~..._..~.._. ~ and HJB.9Uimdling Inslolllng and Broc:ilg-,; __ .' :~:'. _ ovaIot:*t from Truss Plate InsfiMe. 563 D'Onofrio Drive. Modison. WI 53719. ~A theTRUSSco. &: BUILDING SUPPLY INC. Job Truss Truss Type 12614 A2 SPECIAl The Truss Co,. Sumner WA I Eugene OR ['""1 4-10-4 8-10.13 12.11-7 17-6-0 1-4-<> 4-10-4 . 4-0-9 4-0-9 4-0-9 aty 2 Ply Cascade COnl(12614) .Job Reference (optlonall, 6,200 5 Jan 21 2005 MITek Industrles,llIc. Thu Mar 3113:25:54 2005 Page 1 23-6-0 w.o 28-1-'l 5-1-'l ...= , ~ 6.00 f12 ;;; 7 3x4 -:- 4x12 MT1BH-::::- .~~~ 1-,' , . 12x12 = ';, 3 17 3x4.;::: :;,. o 2 18 3>5 '" 4.00r;2 " ~- .9 :belli II 4x12 :::;. .5 .. 2x4 II . . 4-10-4 6-10..13 12-11-7 17..()..() 4-10-4 4..o..g 4'()"9 4..().9 Plate Offsets (X,YI: 12:0.'.2,Ed~l.l8:()..4..'2,~12:lJ.4-4,()"-81. 116:lJ.4-4,().5-41 13 3>5 = 25--1-0 /l.1.() '2 3x10 = lOADING (psI) Tell 25,0 TCDl 15,0 Bell 0.0 BCDl 7,0 , SPACING 2.0.0 Plates Increase 1.15 Lumber lnaease 1.15 Rep Stress Incr YES ,Code IRC2003fTPI2002 CSI TC 0,85 BC 0,96 we ,0,94 (Matrix). DEFL ' Vert(ll) Vert(TL) Hooz(TL) in (Ioc) 1.0916-17 .1.57 15 1,12 11 IIdetl >366 >252 nla Ud 360 240 nla 33-&8 5-4-8 Scale" 1:70..8 3x4~ ~ i" * ~ 11 3>5= ..... . . ..... .... . _ ""18 ...'\i.~ .... 1 . .. . ...... . . .. ...... . PLATES.:. GRIP .. .111 ..JdT20 . t851148..:..: .. 1AT18H. . ~148.. .. .. .. lUMBER TOP CHORD 2 X 4 HF 1650F 1.5E 'Except" T3 2X4 HF No.2 BOT CHORD 2 X 4 HF No,2 "Except. Bl 2 X 4 OF 2400F 2,OE, B3 2 X 4 HF/SPF SwdlSTO 2 X 4 HF/SPF StudlSTO "Except. W7 2X4 HF NO,2, W122X4 HF No,2 .... . . .... . ...... . . .... SlIUctural wood sheath~n~~y appliB<f &"t!a-2 oc P4lW.. . except end verticals. . ... . . Rigid ceiling directly applied or 3-5-4 ~g: Except: . . . . 1 Row at midpt 16--17 1 Row at midpt 12-16.8--16.8-12. 1()"11. 9-11 1 Brace at Jt(s): 16 BRACING TOP CHORD BOT CHORD WEBS WEBS JOINTS REACTIONS (Iblsize) 2=16991()'5-8,11=15661()'5-8 Max Horz2=572{load case 3) .... Max Upllft2=.925{loadcase 3), 11=-772{load caSe 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1.2=0142,2-3=-689314442,34=-679314302,4.5=-672914314, 5.f3=.5976/3687, 6.7=4826/2797, 7-8=482512822,8.9=.11231709, 9-10=.1211161, 1()'11~2101130 BOT CHORD 2.19--458216271,18-19=452616299, 17.18=435516369, 16-17~3596/5551,14-16~371201, 7.16=4041109, 14-15=010,13'14=0172,12.13=0172,1 H2=-286/780 WEBS 3-19=-137186,3-18=0/102, 5-10=..228/151, 5-17~7781634, 6-17~5231443, 6-16=-10541877, 12.16=-63511333, 8-16=-2606l4453,8-12~1102l443.9-12~2831521,9-11~150(U673 .. :..~eight: 1831b , NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE ].ll2; 85mph; h=25ft; TCDl=4,8pst, BCDl=4,2pst, CategOf)/II; Exp B; enclosed; c.c Exterlo~2); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber OOL::1.33 plate grip DOL::1.33. 3) Special provisions shall be made by the _building ,designer,to ,allow,for,O.83in of horizontal,movement due to live load and 1.12.1n due to total load. . 4) This truss has been designed for a 10.0 pst bottom chord live load, '_' .__. .....Jrrenl with any other Uve roads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss "",uires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, I EXPIRATION DATE' 12131/ll6 7) Beari.ng at joint{s) 2 considers' parallel to grain value using ANSVTPI1 angle to grain fonnula. Building designer shoul_ ...' "", . capacity of bearing surface. . 8) Provide mechanical connection {by others) of truss to bearing plate capable of withstanding 9251b uplift at joint 2 and 7721b !llIAR II) 1 2005 uplift at joint 11. WI IfIJI 9) This truss is designed in accordance with the 2003lntemational Residential Code sections RS02.11.1 and R602.10.2 and eoFllfniil!iRil1 ~!i!W!!ro ANSIITPII, -- A WARNING - VERIFY DESIGN PARAMmRS AND READ AU NOlES ON THIS AND TRUSS ORAWING NOlES BEFORE USE" Designvolid fOf usa only with Mllek comectoo. Thlsdeslgn is based only upon ..__..,,,,.-,,~ shOWn. and Is for an indMducl buIldlng ~~......~,.~",.Io be lnsfollad ood Iooded vertically. App/Icability of design .. _ _ n~' ...'~ and propel' InCorporation at w' , '....... .... ,t Is . ........_ -:ty of building designer . not InAS de$ignef. Bracing ShOwn is tor loIeral support of JndivIduol web mem~ only. Addit10nal temporary bracing to nsu-e stobllity dlJing constnJctlon is the I...... K_~~_;Y of the erector, Addtllonol.........._"...., l'XocIng of the overoD structue Is the responsibility of the building deSIgner. For genercl guidance legorcmg fobricatkJn. QUOIIIy control. storoge. delivery. erectIOn and bl"ocJno. consUt QST-88 Quality Standard. QS8.89 B10cing &..-...............,.....~ and HIB-91 HandlIng Installing and Broclng L__"_".n'_~'_" ovoiIobIe from Truss Plate Institute. 583 D'Onofrio Drive. MadIson. 1N153719. AI theTRUSSco, . BUILDING SUPPLY INC. Job Truss Truss Type SPECIAl Qty Ply Cascade Conl(12614) 12614 A3 5 The Truss Co.. SumnerWAJ Eugene,OR ,Job Reference (oplionall _ 6.200 s.lan 21 2005 M1Tek Industries. Inc. Thu Mar 31 13:25:56 2005 Page 1 4-10-4 4-10-4 8-10--13 449 12-11-7 4-0-9 17-ll<l 449 2J.<>O 640 28-1'() 5-1.() 3J../Hl ~ 8lr14MT18H::::- Scale = 1:71.8 7 6,00 [12 ""'''' 4x12 MTl8H~ . 2 17 ""'" V 3 I ~ i~ . M ~ 16 3>5 " 4,00112 M 4x12-:;:' 15 14 ""''' 13 3>5= 12 3:110= 11 3>5= .... ",,~'\.s-8 ,. o 0 ...... ....... Ijji 10 2x4 II ..... o 0 ..... 4-10-4 8-10--13 12-11-7 17"()'o 25-1.11 4-10-4 4..().9 4-0-9 4-0-9 6-1"() , Plate Offsets rx, YI: 11:0-1-2.Edoel 17:0-11-14,0-3-01. 19:0-1-4,0-1-121. 112:0-4-12.D-1-al. 116:0-4-12.0-4-121 .""1"":"". .. 0 ...... o 0 .. LOADING (psD TCU 25,0 TCDI. 15,0 BCll 0.0 BCDL 7,0 SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rap Stress Incr YES COOe IRC2003lTP12002 CSl TC 0,90 BC 0,91 we 0.98 (Matrix) DEFL Vert(LL) Vert(TL) HOfZ(TL) in (loc) 0,7816-17 -1.63 15 -1.14 1 Vdefl >510 >243 nla Ud 360 240 nla . --;.....; PLATES"" :.. GRIP . . . . MT20 185/148...... .... )1T18H.. . %851148...... .. .. .... o . "" :.. )Yeight: 188 Ib WMBER TOP CHORD 2 X4 HF 1650F 1,5E 'Except' , T32X4HFNo,2 BOT CHORD 2 X 4 HF NO,2 'Except' B1 2 X 4 DF 2400F 2,OE. B3 2 X 4 HF Stud WEBS 2 X 4 HFISPF StudJSTD 'Except' 'W7 2X4 HF NO,2. W132X4 HF No,2 BRACING TOP CHORD BOT CHORD WEBS JOINlS .... . -..... . . .... Slructural wood, sheath~".g.d~r;8Uy appliell.~)..6..2 oc P~1i'ls... except end verticals. , . .. . . . Rigid ceiling directly applied or 4-3-15 oc br.JCIr!J. . . . . 1 Row at midpt, 7-16.7-12. !1-10."ll,'1" 1 Bnlce at Jl(s): 16 REACTIONS (Iblsize) 1=1571/O-5-a.10=156910-5-a Max Horz 10=958(load case 3) , Max Uplift1=-830(toad case 3). 10=-807(load case 3) '> FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-700513457. 2-3=-683913090, ~n5l3101. 4-5=-600512416. 5-6=-484311482, 6-7=-4842/1488, 7-8=-11961769. 8-9=-973/572. 9-10=-1526f770 BOT CHORD 1-19=-310816385.18-19=-304216406,17'18=-2636/6412.16-17=-182215579. 14-16--{)/1n. 6-16=-4041109, 14-15=0ft). 13-14=01281. 12.13=01281. 11,12=CV792. 1o-11~1015 WEBS 2-19=-170192.2.16=-451322.4-18=-262/156.4-17=-792/683.5-17=-557/450. 5-16=-10651915. 12-16=011326, 7-16=-92914665.7-12=-1192/0.8-12=-214/465.8-11=-8721366. 9-11=-59011209 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25f1; TCDL=4,8psf; BCDL=4.2p~f; Category II; Exp B; enclosed; c-c EJderior(2t, cantilever left and right exposed ; end vertical left and right exposed; porch left and righ1 exposed; Lumber 001.=1.33 plale grip 001.=1,33, 3} This truss has been designed for a 10.0 psf botton:l chord live load l'lOOCOllQJr'Te with any other five bads. 4) A1J.plates are MT20 plates unless otherwise indicated. 5) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for qualityassurance inspection. 6) Bearing atjoint(s) 1 considers parallel to grain value using ANSVTPI1 angle to grain foonula. Buitding _~....... should verify capacity of bearing surface. 7) Provide mechantcal connection (by others) of truss to bearing plata capable of withstanding 830 Ib uplift at joint 1 and 8u' 1'.....PIRATION DATE' uplift at joinl1 0, , "^ , 12/31/06 8) This truss is designed in aCCOldance with the 2003lntematlonal Residentiaf Code sections RS02.11.1 and R802.10.2 and referenced standard ANSVTPI1, 9) This truss is designed for a creep factor of 1.25. which is used to calculate the total load deflection, The buildlng designer eol\\1i\~.I'lI'IIlI !lli!lol'J!" parameter fits with the intended use of this component MAR 3 1 2005 A WARNING - VERIFY DESIGN PARAMETERS AND IlEAD All NOTES ON THIS AND TRUSS DRAWING NOTES 8Ef6oe USE, . Design vo5d fa usa orIywith MITe!( __..,..._._J. lhbda:llgnlsboSed Ol'tf upon~omefefSShOwn. CI'1dIs 100al n:MjuaI buiIdi1g__" ,..~"~.n to be installed and lOaded vertically. AppIcobIIItyof~lXJIOm6farsandproper. ~_.,,_ w.'..lot ~_..,..~",...:Isresponsibillyofbuildngde!iigner.nottus:sdeslgner, BrocIngshownlSforlOterOl support of IndMdual web members only. AddItional temporary brodng to Instse Sfablllty dlsingconstructlon Is the ...__,..-y of the erector. Additloool ""..".,_"....,) bracing ot the overall structure is the responsibility ot the building designer. For general guidanCe regarding lobdcotlon. quo5Iy control storoge. deUvery. erectIOn and bracl\g. consult QST-88 Q.IaIity Stondad, OS8-89Brodng SpecIfICation. <rid HJ8.91 HondIing Insfding and Broci'1g Recw.._.....___,. ovoIlabIe flom Truss PIote Institute. 583 D'Onotrlo onve. ModIsoo. Wl53719. ~ theTRUSSco. & BUII.D1NG SUPPLY me, Job Truss Truss Type COMMON Qty P~ Cascade Cont(12614) 12614 M, 4 The Truss Co.. Sumner WA I Eugene OR ,Job Reference ~p.tk>nal). 6,200 s Jan 21 2005 MfTek Industries. hlC. Thu Mar3113:25:58 2005 Page 1 ...... ......' 15-6-3 7-5-13 23-M 7..s-13 ,- 28-1-<l 5-1-<l :l~"-f\ 5-4-8 4,0 = Sc:aIe"'1:73.6 5 . , ~ ~ '1 I " , 01 3x10= 13 ""II 12 11 :><5= 3x4= 10 :><5= 9 3><9= &; 9 3>fi= ..... . . ..... 8-8-0 1~10-4 Q..8.6 8-1-14 Plate Offsets IX y,~ ~~:1}.10-0J)..O..10t [5:Q-2-8J~2-81. rS:o-Z-12.o-1--8) "'""'" 6-1-12 .... .\.l....~ . . . 1o.&ll ....... ..,. . .. .. , ...... . . .. LOADING (pst) TCll 25,0 TCOl 15,0 BelL 0.0 BCDl 7,0 SPACING 2.().(1 Plates Increase 1.15 lumber Increase 1.15 Rap Stress lncr YES Code IRC2003ITPI2002 CSI TC 0,82 BC 0,93 we 0.68 (Matrix) DEFl in Vert(LL) 0.42 Vert(TL) -<l.54 Horz(Tl) 0.12 (Ioc) Udefl 8-9 >949 8-9 >738 8 n1a Vd 360. . 24C' I . nla.. . ...1.. . . o. . -Ai--; PLATES- . GRIP . . MT20. 1851141..... .. .. . .. .... .. .. Weight: 1621b .... . WMBER TOP CHORD 2 X 4 HF NO,2 'Except" T1 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFISPF Stud/STD 'Except' W8 2X4 HF No,2 BRACING' TOP CHORD BOT CHORD WEBS .... . . . ..,.., . . .... Structural wood sheall101g directly appliodQ 2.().(1 oc iUJfins. exceptendverticals!. .. . .... ' ....: Rigid ceiling directly applied or 2..()..()mc bllll~ . .... 1 Row at midpt 2-11, 4-9, 5-~,"1-a, ~ REACTIONS (Ib/slze) 1=15631Mechanical. 8=15631O-~ M~x Harz 1=53(load case 3) Max Uplift1=-638(load case 3), 8=-6480oad case 3) FORCES (Ib). Maximum CompressionlMaximum Tension TOP CHORD 1-2~2906l1155. 2-3=-21l50/835, 3-4=-1809/864, 4-5.=-1255/607, 5-6=-1196/614, 6-7=-132/176. 7-a=-2211141 BOT CHORD 1-13=-1012/2475, 12-13=-1012/2475, 11-12~1012/2475, 10-11=-629/1710, 9-10=-629/1710, 8-9=-204/768 WEBS 2-13=-1651300, 2-11=-3701435, 4-11~319/505, 4-9=-1033/494, 5-9=-391/486, 6-9=-168/524, 6-8=-1464/487 NOTES 1) Unbalanced roof IWe loads have been ..~ ".,;.:...... "'.:. for this design. 2) Wind: ASCE 7 -ll2: 85mph: h=25ft; TCOl=4,8pst; BCDl=42psf; Category II; Exp B: encloseO: C-C Exterio~2); cantiiever lefl and right exposed; end vertical left and right exposed; porch left and right exposed; lumber OOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 pst bottom chord IWe load nonconcurrent with any other live loads, 4) This truss requires plate inspection per the TOOIh Count Method when this truss Is chosen for quality assurance inspection. 5) Refer to girder1s) ror truss to truss connecttons, 6) Provide mechanical connection (by oIhers) of truss to bearing plate capable of withstanding 638 Ib uplift al joint 1 and 64810 upiift at joint 8. 7) This truss is designed In a..-,....,.,..... with the 2003 International Residential Code sections RS02.11.1 and RS02.10.2 and referenced standard ANSvrPI1. . 8) This truss is designed for a creep facIof of 1.25. which is used to calculate the total load deflection. The building designer , shall verify that this parameter flts _ the Intended use of this component. ' I EXPIRATION DATE: LOAD CASE(S) Standard 12131106 MAR 3 1 2005 A WARNING - VERIFY DESIGN PAIlAMEJIRS AND READ All NOTES ON nus AND TRUSS DRAWING NOTES 8EFell!; USf, Oesigl valid IOf use oriy with MlTek connectcn. lhb design b based orly upon paometers shown. and b IOf an i'ldIvIduot bl.idng __,.,,..~, .... n to be lnsto!Iad and Iooded verT\coIy. , .....~.~...yof design porcmetersondproper '" ..'..~....... of.. ... . b responstbIItyofblildng designet. not tnJssc:JesVler. BrOCing shown Is for lateral Q)I)Ort 01 /ncIviduoI web memben: only, Adc6t1oOO temporay brodng fOflue stability dJring constnJctkwl is the responsibility of the erector. . ~';"_:_~__ ~ ..._",,_,_,.1 tlrocng of the OlIerolI structue Is the 19SponsIbIIly oIlhe buIkJng designer, For generoI guidonce regordhg fobOcotlon. QUOlity control. storage. delivery. erection and broclng. COIl$LCf OO.a8 Quo!ItyStondord. DSB--a9Brocing ......._,'__.,_,~ and HIlJ.9I HondIIng installing anct Broclng RI..._.......,...__,._., available from TIUSS Plofe Institute. 583 D'Onofrio Drive. Madison. WI 53719. A theTRUSSco. . 1ltJJ1DINGSUPPLJ" INC. Job Truss Truss Type DBL FINK ~ ,IPIy 1 Cascade Conl(12614) Job Reference (o.P..!iq~. 6.200 s Jan 21 2005 MITek Industries,lnc. Thu Mar 31 13:26:00 2005 Page 1 12614 AS The Truss Co.. SumnerWA/ Eugene OR 6-7-10 6-7-10 15-5-6 8-9-12 23-<><l 7~10 3(}.6.10 7-6-10 39-4-<1 8-9--12 46-0-0 6-7-10 f"'1l '''-0 Scale = 1:00.3 s,s= ~ o .,00 [i2 5, , 4xfl~ 4x6~ 4x8 ;;; 1. 3d = 15 14 4x6 = 3x5 = . 9 10 ~ 4;'~ '6 13 12 . 3x5 :;:: 4x6 == 8-9-6' 18-9-4 27-2-12 8-9-6 9-11-13 6-6-9' Plale Offsets fX. YI: J1 :0-0-0,0-0-4[. 16:(}.2-O,(}.1-8J 111 :(}'2-8,(}'2-12L 114:(}.1-12 (}'1-81 37-7.7 10-4-11 37".... 0-1-13 46-0-0 8-2-12 LOADING (pst) TCLL 25,0 TCDl 15,0 BelL 0,0 BCDL 7,0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iocr YES Code IRC2003fTP12002 CSI TC 0,95' BC 0.79 we 0.99 (Matrix) DEFL Vert(LL) Vert(TL) Horz(Tl) in (Ioc) 0.3814-16 -0,5614-16 0.12 11 Udefl >999 >808 nla Ud .... PLATES GRIP..:.. . 360 -. .lMT20 ...:.185/148...... 240 .... . Na ...... .. BRACING TOP CHORD BOT CHORD WEBS Weight: 198 lb . ... . Slruc1ural wood sl1ea1lli/lg q;~y appli~ or 2iHJ oc pMi~ . . , Rigid ceiling directly apl'lied or-5-5-10 ec brachag. .... . 1 Row at midpt . .11'1.5-14. 5-1~~6-"" . . .. . ...... WMBER TOP CHORD 2 X4 HF 1650F 1,5E 'Except' T3 2 X 4 DF 2400F 2,OE BOT CHORD 2 X 4 HF No2 WEBS 2 X 4 HFISPF SludlSTO 'Excepl' W5 2 X4 HF 1650F l,5E .. ...... . . .. .. .... . . .... .... . . . .... ,REACTIONS (Ib/size) 1=1643/0-5-8,11=276610-5-8 Max Horz 1.:=-30(load case 3) Max Uplift1=-638(load case 3), 11=-1092(1oad case 3) . ... . .. .. . ...... . . .... FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2~31 0911179, 2-3=-2832/1172. 3-4~267411193. 4-5=-18361850. 5-6~ 1334/652. G.7:.30911248. 7-8=-328/1074,8-9=-3461908.9-10=0/45 BDT CHORD 1-16=-963/2697.15-16=-570/,1875. 14-15~57011875, 13-14=-238/1158. 12-13~1861905. 11-12~1861905. 9-11 =-678/368 WEBS 2-16=,5471200. 4-16=-4321794. 4-14~9371382. 5-14~52711051. 5-13=-26810. G.13=-1451415. G.11~27901985. 8-11=-625/227 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25fl; TCDL=4.8ps~ BCDL=42ps~ Category II; Exp B; enclosed; C-C Exlerior(2); cantilever left and rtght exposed ; end vertlcallefl and right exposed; porch left and right exposed; Lumber DOL=1,33 plate grip OOL=1,33: 3) This truss is not designed to support a ceiling and Is not intended for use where aesthetics are a consideration. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) this truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638lb uplift at joint 1 and 10921b uplift at joint 11. 7) This truss Is designed in accordance with the 2003 International Residential Code sections RS02.11.1 and R802,1 0.2 and referenced slandald ANSIITPI1, I EXP RA 0 ' 8) this truss is designed for a creep factor of 125. which is used to calCldate the lotalload deflection. The building designer I Tl N OA TE~ shall verify that this parameter fits with the intended use of this component. 12/31/08 1 LOAD CASE(S) Slandanl MAR 3 1 200~ A WARNING - VERIFY DESIGN PARAMETEIlS AND READ AlL NOTES ON THIS AND TRUSS ORAWING NOn:S 8EFORE USE, DesIgn void for use only wfth M1TeIc connectors. this design is t:x:Jsed orIy upon porometers shown. ad Is for on indvldual bUIlding ~_".,.._, ,_.., 10 be instotled and lOaded verticoIy, ApplIcoblllfy of d9sIgn poraneters and proper:, .__..._.~,:~., of c~.,'..._.,...u Is responslbWfy of building designer _ not truss designer, 8lodng shown L1 for lateral support ollndlvlctuol web membefs only, AdcItionol temporory bracing to Insu'e stabiity during construction is the h........... '-""UlJI{'f of the erector. Addlt\onol permanent broCIng of the OV9fal stlUClUfe Is ftIe responsibility of the buIIdlng designer. For generct guidance r9QOfd/ng fol:lricatlof\ qualify control storage. dativelY. erection and brodng. cOflSljI 00-88 QualIfy S1andClfd. DSB-89 8loctng Speclflcatlon, ald HlB-91 HcndIIng lnstOlllng and 8loclng f--,~~ ,....--'.,...:_::~,. available from TrtIS! Plate /nstifute, 583 D'DnofJio DtIve. MadIson. Wt53719. ,A theTRUSSco. 6- BUILDING suPPLY me, Job Truss Truss Type 12614 NN SPECIAL The TnJ$S Co,. Sumner WA I Eugene OR s.3-1 s.3-1 8-7-14 12-0-11 3-4-13 34-13 ''''''' 34-13 2J.<l.<l '-U """" '-U ""= 6.00 [T2 , "." 4x12 MTl8H-;::::' 32 """= ~ o ,.33 35 5x8 MT18H~ 46 __ 4x4 __ 4.00 fi2 '" 2x4 II 4x12__ 3129 "'" 2x411 2ll 2x4 II :">-'\-1 s.3-1 6-7-14 34-13 1?"()"11 15-.."'-8 3-4-13 3-4-13 :r.\-O-O '-U 31).6.8 7-U QIy , Cascade ConL(12614) I JobReference{~' _ 6,200 sJan212005 MiTek Industrie:s,Inc.. Thu Mar3113:26:03 2005 Page 1 Ply 33--11--5 37-4-2. 4Q..8..15 3-4-13 3+13 3-4-13 .""" s.3-1 ~'4l 1-4-0 ScaIe"':86.S ".'" 12 " '" ~ - _1 .0 13 M l!II "l~ IS 6x8= 2625 4x6 WB= 21:411 '" " ... II 21 214 II 17 2x4 II 2x4 II 2x4 II ~1S 37......23lJ.6,8 r 3-4-13 1-1~2-3-7 33-11-5 . 34-13 46-0-0 s.3-1 Plale Offsets (X, Y): [6:0-2-4,0-2-0],111:0-3-0,0-2-01.(13:0-7-2.0-0-2), 119:0-3-8.EdgeL [2O:Q-2-8,O-4-OL [22:Q-3.13,o-3-Ol. 123:0-5-0,0-3-0], {24:0-5-0,0-2-12I, 130:0-5-0 ,0-'..111 f:\2:0-4-0,0-4-41 ..:.. ... ..... LOADING (psI) SPACING 2-0-0 CSI DER. in (Ioc) Vdeft Ud . J'L,ATES. ..:~p ...... TCLl 25,0 Plates Increase 1.15 TC 0,93 Vef1{ll) 0,90 32-33 >507 360 .' MT20 . . 1151148 . . TCDl 15,0 Lumber Increase 1.15 BC 0,86 Vert(Tl.) -1.48 32-33 >308 240 .. .~T18H 1851148 .. BCLl 0,0 Rep Stress Iocr YES WB 0,96 Hnrz(Tl) 0,81 19 nla nla . ...... BCDL 7,0 Code IRC2003ITP12002 (MalIix) Weight: 27~~ . . .. WMBER TOP CHORD 2 X 4 HF No,2 "Except' T1 2 X4 HF 1650F 1,5E, T32X4 HF 1650F 1.5E BOT CHORD 2 X6 HF 1650F 1,5E 'Except' B3 2 X 6 HF NO,2, F2 2 X 4 HFISPF SludlSTD B1 2 X 6 DF 2400F 2,OE. B1 2 X 6 DF 2400F 2,OE B4 2 X 4 HFISPF SludlSTD WEBS 2 X 4 HF/SPF Stud/STD "Except' W4 2 X4 HF No.2, W6 2X4 HF Stud. W7 2X4 HF Stud W82X4 HF Stud, W8 2X4 HF Stud. W7 2X4 HFStud W6 2 X4 HF Stud. W4 2X4 HF No,2 BRACING TOPC>iORD BOT CHORD WEBS JOINTS . . ...... . . ,. .. .. Sbuctural-wood ~~irectlyappll8d or"-7e4 oc pll'l;"s... Rigid ceiling directly aAJUelI.,.'-8-11 DC M.ciM, Except: .... 3 Rows al1/4 pts .".'JSJ" . 2Rowsal113pts ~(f .... e. 1 BmceatJt(st.24.~!'tC'lt.~6.27 . ..... .... .. .. ...... . ... . . . .. .... .. . REACTIONS (Ib/size) 19=328810-5-8,1=1566/0-5-8. 1J=..521/0-5-8 Max Harz 1=1 05(load case 3) Max Uplift19=-1422(load case 3), 1=-875(load case 3), 13=-549(toad case 4) FORCES (lb). Maximum Compression/MaxImum Tension, TOP CHORD 1-2---694713804, 2-J=..708313725, 3-4~3313113, 4-5=-026313118. ~3812446, 6-7~21721855. 7-8=-21731856,6-9=-1845/439, 9-10=-5001632. 10-11~5091591. 11-12=-203014333. 12-13=-94313157, '13-14=0/48 BOT CHORD 1-36=-3543/6349, 35-36=-3521/6439. 34-35=-334516638. 33-J4=..33391865O, 32-J3=..2fi51f5909, 30-32=-1n9l4731, 27..JO=.6511654, 24-27~1654. 23-24=-5T7f187, 22-23=-4074/2186, 20-22---4074/2188. 16-20=-18651633, 16-18=-1841/529. 13-18=-18751569. 13-15=-88OJ429. 29-31 =010. 28-29=010, 26-28=OJO. 25-26=010. 21-25=-111. 19-21~212.17-19=-928I403, 15-17=-9291407 WEBS 2-36=-24110.2-35=01246.3-35=-2601173.3-33=-7251605,5-33=-4361405.5-32=-7931672. 6-32=-1137/2114. 6-JO=..309OJ1556. 7-30=-582/1190. 8-30=-272/507. 6-2~, 9-24=-83112071, 9-23=-17451689. 11-2J=..1311f3478.11-20~24411919.12-20~111411055.12-18=-326/195.16-17~134184,19-20=-338811470. 21-2J=..27/16. 24-25=-10115. 27-28=-2317, 29-30=0148 NOTES 1) Unbalanced roof livelOll1ls have been considered for this design. I EXPIAA nON DATE: 12131/06 2) Wind: ASCE 7-02: 85mph: h=25ft: TCDL=4,8psf; BCDL=4.2psf; CaIOQOlY I~ Exp B; enclosed: c;.c E.~._,L,. canlilever I ,\, and righl exposed: end verilcalleft and righlexposed: poI<h left and right exposed; Lumber DOL=1,3J plate grip DOL=1,3J., nHAR "1 '>00" eb1JHiLtIH~ designed for a 10.0 psfbottom chord live load nonCOf1CUlTl!Otwith any other live loads. WJ ,I1J .c.. J A WARNING - VERIFY DESIGN PARAMmRS AND READ All NOTES ON THIS AND TRUSS DRAWING NOTES BEfORE USE ~voIidforuseorVy with M1TeIc __''''''-._v_" TNsdeslgn Is baSed 0f'Iy upon..... ,_. _ shOwn. ad Is forooindMdJci bulIdIng ~_"',._,.~,.. to be Instalaljond Iooded vertlcoDy. AppIlccblllty of design parameters and proper :,__..._,_,:_., of ~w_,_...w,_~,,: is, '..... _d'. '" of bUldngde$gner_ not flussdeslgner. 8rodng shlM1 1$ tor lateral support of IndMctuoI web members only, Addltiooal tempolOfy bracing to Insute stotlIIIty Wing consfJuctIon is the fesponslbllfy Of the eJector. AddItloncI permanent bracing of the overotl stnJcturels me lesponslblUIy 01 the buDding designer, For generol guidonce regarding fabIIcotion. QUoAty control. storage, deIIvely. erection and bracing. consult QST -88 Quality Standard, DS8-89 Bracing :...._:::.....::_ ~ and HlM1 HondIIng InstoIlIng CI"Id EIroc:ing ",,, ~~..". 'w. .__,_., oYoIoble from rlUSS Ptrte Instttula, 583 D'Ooolrk:l Drive. Madison. WI 53719. A1" theTRUSSco. If BUILDING SUPPLY INC. \:,4 :SS The Truss Co., SUmnerWAI Eugene OR Truss Type SPECIAl ,1-4.() , , 1~ 5-3-1 5-3-1 &-.7.14 3-4-13 12-0-11 3-4-13 15-&8 3-4-13 2><).() 7.&8 6.00[12 3>6'" 4x12 MT18H'i 3>6'" 33 lh9= ~1 2 3534 365xBMT1BH:::::: 04x5 -:::;. 4x4 -:::;.4.00f12 4)1;12-::::. 37 2x4 II Qty Ply Cascade Conl(12614) 4 , .Job Reference Joptionall, _ 6.200 8 Jan 21 2005 Mirek Indusbies,lnc. Thu Mar 3113:26:06 2005 Page 1 """"" 7.&8 33-11-5 . 37-4-2 3-4-13 3-4-13 40-8-15 3-4-13 4640 5-3-1 47-4.() , 1~ Scale: 1:69.0 &6= 4x5~ 4x6~ 3><5,> I \ \ j 13 'J 2= 2 :11 2' 3 ~ ;x8.::::- 21 n ~ - - _ill, .. 3230 29 27 26 22 20 18 I. 2x4 II 2x4 II 4x6 WB= 2x<l II 3>6 II 2x4 II 6xS= 2x4 II 2x4 II 2x4 It 2x4 11 40-8-15 5-3-1 ; 8-1-14 ; 12411 : 1>5-8 I 2'J..O.O 3fl.A.J\ 33-11-5 37-4.2 ~ 46-0-0 5-3-1 3-4-13 3-4-13 3-4-13 7-6-6 7-6-8 3-4-13 3-4-13 1-1.a2~7 5-3--1 Plale Offsele (X, Y): [7:1l-2-4,1l-2-O], 112:1l-3-0,1l-2-O],[14:1l-7-2,lJ.(l.2l, 12O:lJ-3.8.Edgel, 121:0-2-8,0-4-0I,123:1l-3-13,o-3-0l. [24:0-5-0.0-3-0]. [25:0-5-0,0-2-12]. 131:0-4-12 ,0-2-8l.f33:().4..8.()..4..()! _."._c,,_.._,_.._,,_~ _'_.n"___'_'_-_... ..... LOADING (ps!) TCll 25,0 TCDL 15.0 BCLl 0,0 BCDl 7,0 SPACING 2-0-0 Plates Increase 1,15 Lumber Increase ',15 Rep Stress Incr YES Code IRC2003lTP12002 cst TC 0.93 Be 0.86 we D.96 (Matrix) WMBER TOP CHORD 2 X 4 HF No,2 '"Except'" T1 2X4 HF 1650F 1,5E, T1 2X4 HF 1650F 1,5E BOT CHORD 2 X 6 HF 1650F 1.5E 'Excepl' B3 2 X 6 HF NO,2, F2 2 X 4 HF/sPF SludlSTD B1 2 X 6 OF 2400F 2,OE. B1 2 X 6 OF 2400F 2,OE B4 2 X 4 HF/SPF Stud/STD WEBS 2 X 4 HF/SPF StudlSTD *Except'" W4 2 X 4 HF No,2. W6 2 X4 HF Stud, W7 2 X4 HF Stud W8 2 X 4 HF Stud. W8 2X4 HF Stud, W7 2X4 HF Stud W6 2X4 HF Slud, W4 2X4 HF No,2 DEFL Vert(Ll) Vert(TL) Horz[Tl) . ... ..... Ud. -PLATES.... GRIP 360 . . MT20 .... '851148..:..: 240 .. .. eMT18H 1851148.. nla . in (Ioc) 0,8933-34 -1.46 33-34 0,81 20 , Udefl >512 >311 nla ...... . . "" BRACING TOP CHORD BOT CHORD WEBS JOINTS Weight: i~ Jb . . .. ... ....... Structural wood sheathinl diractly apP&i&J Qf 1~-7 oc IlIJiIlfla.. . Rigid ceiling direcUy '1PplA1Jlt 4-8-15 oe &ra!iPlg. Except: 3 Rows at 1/4 pts .1a::3D. . .... 2 Rows at 1/3 pts 1-~1 .... .. 1 Brace at Jl(s): 25.:::Mt" 4~ 17,28. . .... .. .... .. .. . ... . .. .. . ...... . . .... REACTIONS (Iblsize) 20=3281/0-5-8.2=1694/0-5-8. 14=-517JO-&jl Max Horz2=137(load case 3) . Max Uplilt20=-1417(load case 3). 2=-937Qoad case 3), 14~545(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0148. 2-3=-6835/3738, 3-4~702713693, 4-~13093. 5-69l22713098, 6-7~5415J2433. 7-8~2168/853 .8-9=-2169/854.9-10=-1846/440. 11l-11=-4931622. 11-12=-5031581. 12-13=-2016/4308, 13-14~931/3135, 14-15=0148 BOT CHORD 2-37=-347716236. 36-37~345916333. ~1516586. 34-35=-330816597. 33-34=-2632/5876. 31-33=-1768/4712, 28-31~7/1655. 25-~71165$.24-25=-Q671781, 23-24=-4051/2172. 21-23=-4051/2172. 19-21~18471622. 17-19=-1823/519. 14-17~18571559. 14-16=-878/427, 30-32=010. 29-30=010. 27-29=010, 26-27=010, 22-26=-1/1, 21l-22=-2/2, 18-20=-925/402. 16-18=-9261405 WEBS 3-37~262/0. 3-36=0/298, 4-36=-253/169. 4-34=-7081594. 6-34=-431/396, 6-33=-781/664, 7-33=-1129/2101. 7-31~307411547. 8-31~58011187, 9-31~269I501..9-25=-65lII401. 11l-26=-826/2063. 11l-24=-17401686, 12-24=-1304/3465, 12-21~2434/915. 13-21~111111053. 13-19=-326/195. 17-18~134184, 20-21=-338011465. 22-24=-27/16. 25-26~10115, 28-29=-2317. 3Il-31=0148 I EXPIRATION DATE: 12/31/06 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 85mph: h=25fl; TCDl=4,8psf; BCDL=4.2psf; Category II; Exp B; enclosed: c-c Exterloc(2); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DQL=1.33 plate grip DOL=1.33. eb7ilHiLtRI~n designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. MAR 1$ 1 2005 - A WARNING - VERIFY DESIGN PARAMETERS AND READ AU. NOm ON rulS AND TRUSS DRAWING NOTES BEFORE USE. Deslgn voIJd for use only with MlTek __,..,...~.~,_ ThIs design 1s00sed orVyupon...__....___~shown. and Is IOf on individual buiIdng ~_..,,.._.,..,.t 10 be 1nst0lled and loaded vertlCOUy, ApplIcabilIty at design ...~~"~,,>,~ and proper incorpOrotlcl'\ot ~_.,...._",,-._ ISfesponslbility 01 buIlding designer- not trussdesignet. Bracing ShOwn is for lateral support ollndMduol web members only, AddItlonal ternpClfory brod1g to nsure stabltv dl.Dlg construcllon is the responsibility at the erector, Additional.....", ,_ ,... .. bracing of the overall structure Is lhe .esponslblllty ollhe building designer. for genelcl guidance .egording ,~....'~~".... ~ quaIlty contrOl. storage. delivery, erection and brocing. cOflSlif QST-88 QUalIty Sfondord, OSB-a9Brodng Speclflcoflcn CI'ld HlB-91 Hadng 1NI0l11ng and Brodng r_~_,. "....._..:_.._.1 ovailobIe from Truss Plate lnsflMe. 583D'OnolrloDrive. ModIsor\ WI 53719, ~ theTRUSSco. ' &: BUILDING SUPPLY INC. 37-10-7 as.5-8 35&3 4--11-0 0-2-11 2-2-4 Plate Offse" IX. YI: J2:0-1-2.EdaeL r7:0-2-8,0-2-Ql JI1 :0-3-8,0-2-01. 114:0-6-15,lHl-31, 118:0-3-8,Q-3.()1, 120:0-5-0,0-2-01, 121 :0-3-8,Edgel, (24:0-3-8,0-3-41 ...~ Ud l...PLATES GRIP ..:... 360.. ItIT20 ....,85/148 240 .MT18H.... ~148 ..:..: nla .. .... .. Jab Truss Truss Type Diy 12614 A7 SPECIAl Tho Truss Co,. Sumner WA / Eugene OR ~'-4i' 1-4-<> 4-5-10 4-5-10 8-1-9 3-7-15 ~(}.3.1~ 2-2-4 15-5-8 5-1-11 2M<) 7-6-8 3O-"-'l 7-6-8 6x6= 6.00 [12 8 4x6 -:;. 30<5<> 30<5<> 24 5xe MT18H= 23 4x10 :::: ,~1 2 o 25 26 Jx5 ~ 30<5<> 27 2x4 II 4x12~ 4,00[12 4-5-10 8-1.9 3-7-15 ~0-3-1~ 2-2-4 15-5-8 5-1-11 23-ll-O 7-6-8 :JO..6.ll 7-6-8 4..s-10 LOADING (pst) TelL 25,0 TCDL 15,0 Bell 0.0 BCDL 7,0 SPACING 2-0-0 Plates Increase 1.15 lumber lncrease 1.15 Rep Stress Iocr YES Code IRC200JiTP12002 CSI TC 0,84 BC 0,80 WB 0.97 (Matrix) DEFL Vert(LL) Vert(TL) Ha<z(TL) WMBER TOP CHORD 2 X 4 HF Na,2 'Except' T1 2X4 HF 1650F 1,5E, T12X4 HF 1650F1,5E BOT CHORD 2 X 4 OF 2400F 2,OE 'Except' B22 X 4 HF 1650F 1,5E WEBS 2 X 4 HF/sPF SludlSTD 'Except' W6 2 X4 HF No.2, W7 2 X4 HF Stud. W7 2X4 HF Stud W6 2 X4 HF Na,2 BRACING TOP CHORD BOT CHORD WEBS JOINTS REAcnoNS (lb/sI2e) 2=1612/0-5-8,21=2950/0-5-8,14=-27/0-5-8 Max Harz 2=162(load case 3) '~ ' Max UpHfI2~924(laad case 3), 21~13860aad case 3). 14~225(laad case 4) Max Grav2=1612(laad case 1), 21=2950(laad case 1), 14=175(laad case 5) Cascade Cont(12614) I ,Job Reference footlonall 6.200 sJan212005 MlTek Industries, hie. Thu Mar3113:26:08 2005 Page 1 Ply 35-8-3 5-1-11 ~7-10-~ 41-&6 2-2-4 3--7.15 4a.o.o 4.5-10 f-4-? 1-4-0 Scale:: 1:89.0 4x10~ 4x6~ 22 '6x8 :::: o * iIO 21 19 3x5 II 2x4 11 18 2x4 11 ""'''' 6x6= 41-&<; 3--7.15 48-0-0 4-5-10 in (Ioe) 0,9224-25 -1.38 24-25 0.73 21 Vdefl >462 >308 nla o Weight: 21 ~ Ib ...... ... .. o Structural wood shealtVntl di!,*,y appHed or 1-1'-'5 OC'p!I~iM, 0, Rigid ceiling directly appi9d or4-()..15 ClI:oracil16l. Exce;\t . .. . 1 Rowatmidpt ..1-,\-1\ .. .. 2 Rows at 1/3pts i-2:l. . .... 1 Brace at Jt{s):18 .. .... .. ...... . . .... .. .... .. .. ...... . ... . . . .. .... .. 0 , FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=0142.2-3=-6350/3720. 3-4=-6376/3597, 4-5~598713316. 5-6=488012356, 6-7=-471012373. 7-8~18171814 ,8-9=-1817/814, 9-10=-7421307, 10-11~9121287. 11-12=-1686/3674, 12-13=-1451/3024, 13-14=-847/1761, 14-15=0145 BOT CHORD 2-27=-3482/5760, 26-27~3431/5793, 25-26~3284/5971. 24-25=-2906/5627, 23-24=-175014198, 22-23=0/799, 20-22~342B11813, 18-20=-277911478,17-18=-1621/849, 14-17~1593/834, 19-21=-412, 16-19=-19110. 14-16~19110 ' WEBS 3-27~125168. 3-26=01192, 4-26~1651105, 4-25=-383/319, 5-25~3891290, 5-24~10341902, 7-24~1117/1899, 7-23=-2873/1543, 8-23~5471882. 9-23=-353/890, 9-22=-1171/482, 11-22~1709l3977, 11-20=-2456/1034. 12-20=-9191265, 12-18=-156/333. 13-18=-12371610.13-17~1271223. 20-21~297011394. 16-17~76/162, 18-1~130 NOlES 1) Unbalanced root live loads have been considered tor this design, 2) Wind: ASCE 7-02: 85mph; h=25n: TCDl=4,8ps~ BCDL=4,2psf; Category It; Exp B; enclosed; C-C ExIerior(2); cantilever ler and right exposed; end vertical left and right exposed; porch left and right exposed; lumber DOl=1.33 plate grip DOl=1.3pEXPIRAT10N DATE: 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) All ptates are MT20 plates unless otherwise Indicated. 5) This truss requires plate :. "'t""'~-' per the Tooth Count Method when this truss is chosen tor quality assurance inspection. 6) Bearing at joint{s) 2. 14 considers parallel to grain value using ANSVTPI1 angle to grain formula. Building designer should Col\miflltiA9il~!lbW;!>earing aurface, 12131f06 \ MAR 3 1 2005 A WARNING - VERIFY DESIGN PARAMETERS AND READ AU NOres ON THIS AND TRUSS DRAWING Nores BEFORE USE, Deslgn vollCllor usa only wlth-MITek comectors, T~ design Is based only lpJO poromelers ShOwn. and Is for on indMdUOl bulIdlng componerrt to be lnstotlad and IOOded vertically. AppIIcobllity ot design parameters and proper incorporatIOn 01 corrcanenf Is responsibility at building designer. not truss designer, &adng shown Is fOllalerol support of IndMduaI web members aNy. AddItional temporary broclng to insure stobillty during canstnJdion Is the responsibility of the erector, Addnlonol...",..,.~.,,,,..: bracing ollhe overall stnx:ftJe Is me <........_, ..-.J.'o of the buIdlng designer. For general guidance regarding .__._~..~. ~ quoBty control. storage. deItvery. erection and broctlg. comU:t QST-88 QuoIIty Standard DSB-89 BrocIng s,....................... L and HfB-91 HcndIhg installing and &ocing R9cClfT'lr'neOdOtk ovaiJobIe trom Truss Plate InStitute, 583 D'OnofrJoOrNe. Mocisan. WI 53719, ~ the~...UI')")co: It BlJILDING SUPPLY INC. 21 19 ""'''' 5Jr10 II ""'II 37-1i\'!111 35-6-8 J5.8-3 41-6-6 ,I S-().() 0.1-11 3-7~15 2-2-4 Plate Offsets (X, Y): (2:0-1-2.Edgel.15:0-4-12.Edgel. [7:0-2-8.0-2-()].110:0-3-12.0-2-()1. 114:0-6-15.0-0-31. (18:0-3-8.0-:Hl1. 121:0-3-8.Edgel. (22:0-5-0.0-2-()].12~:m. ,0-2-81 J25~o..4--O-().3..41 . lI: Job Truss Truss Type Diy 12614 All SPECIAL The Truss Co.. Sumner '^ '\ I Eugene OR ...1--4-a 4-5-10 1-4-0 4-5-10 8-1-9 10-3-1i 3-7-15 2-2-4 1!KHl 5-H1 23-lHl 7-6-8 JO.O-8 7-6-8 ""= 6.1)0[12 a ""'''' 4)112UT1BH-::;:. . ~ 25 &10 MTl8H= 24 4x12 = "I, 2 ;g 2726 26 4x12 MTl8H~ 4.00112 3x5 -:::: 3x5 __ 4)112 -=::- 2S 2x4 II 4-5-10 8-1"" 10-3-1~ 1!KHl 3-7-15 2-2-4 5-1-11 23-lHl 7-6-8 JO.O-8 4-5-10 7-6-8 Ply Cascade Conl(12614) _ ,Job Reference (optional~ 6.200 s Jan 212005 MiTek IndUS~ Inc. Thu Mar3113:26:11 2005 Page 1 J5..8-3 5-1-11 F-10-~ 41-6-6 2-2-4 3-7-15 V-4f 1-4-ll 4&<).<) 4-5-10 Scale = 1:94.7 23 '6xB= 9 9 . 20 ,. 2x4 II ... '" 14 ~ C;;."" It' ""= 4fl.<l.O 4-5-10 . . ---- .... LOADING (psi) SPACING 2-ll-O CSt DEFL in (Ioc) Vdefl Ud , . PLAlE5- . lJRlP ...... TCLL 25,0 Plates Increase 1.15 TC 0.98 Vert(LL) 1,01 25-26 >421 360 . t .....-r20 .. 11l5i148 . . .. TCDL 15.0 Lumber Increase 1.15 BC 0,97 Vert(TL) -1.51 25-26 >282 240 . MT18H 185/148 BCll 0,0 Rep Stress Iocr YES WB 0,97 Horz(TL) 0.80 21 nla nla ...... . . . BCDl 7,0 Code IRC2003ITP12002 (Matrix) Weight: 2lt~ Itt .. LUMBER TOP CHORD 2 X 4 HF 1650F 1,5E 'Except' T1 2X4 HFNo,2, T12X4 HF No,2 BOT CHORD 2 X 4 HF 1650F 1,5E 'Except' B32 X 4 HF NO,2. F2 2 X 4 HFISPF StudlSTD B1 2 X 4 OF 2400F 2,OE, B1 2 X 4 OF 2400F 2,OE WEBS 2 X 4 HFISPF StudlSTD 'Except. W6 2 X4 HF No,2. W72 X4 HF Stu<l. W7 2X4 HF Stud W6 2 X4 HF No,2 BRACING TOP CHORD BOT CHORD WEBS JOINTS REACTIONS (lblsize) 21=292310-5-8,2=161810-5-8,14=-610-5-8 Max Horz2=162(load case 3) iMaxUplift21~1372(load case 3), 2~927(load case 3). 14~210(load case 4) Max Grav21=2923{load case 1), 2=1618(load case 1), 14=189(1oad case 5) . . ...... ... .. .. Structural wood sheathirig.diredJy appl~,. . .: .... ' Rigid ceiling directly a!fJift~tfr,.-O-O DC bracing. Except: ...,. 1 Row at midpt '~tf .. 2Rowsat1/3pts .~lif. ...... ..... 1 Brace at Jt(s): 18 .. .... .. .. ...... . ... . . . .. .... .. . FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0142,2-3=-637313733,3-4=-8404/3811.4-5=-602013328. 5-6=-5950/3334. 6-7=-4918/2394, 7-8=-18401826 . 8-9~18401827. 9-10~9871349. 10-11~161313559.11-12~182213489, 12-13=-1391/2911. 13-14~798/1697. 14-15=0145 BOT CHORD 2-29=-349415781.28-29=-344315816,27-28=-329815995. 26-27=-3293/5999. 25-26~292315654. 24-25~178914232. 23-24~151883, 22-23=-3317/1751. 20-22=-2677/1423, 18-20~2677/1423. 17-18=-1562/804. 14-17~1534/788, 19-21=412. 16-19=-18/10. 14-18=-18/9 WEBS 3-29=-123165. 3-28=01195. 4-28~1601100. 4-26=-3801315. 6-28=-392/295. 6-25~ 10251898. 7-25=-112311910. 7-24=-2888/1551.8-24=-5581901, 9-24=-3271854. 9-23~1129/458. 10-23=-1687/3939. 10-22=-244011025. 12-22=-6161260. 12-18~1531332. 13-18=-12181600, 13-17~1231218. 21-22~2935I1375. 16-17~74/158. 18-19--o:lI125 NOTES 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASeE 7-()2; 85mph: h=25ft; TCDL=4,8psl; BCDl=4,2pst, Categ<lly II: Exp B: enclosed: c-c Exterior(2); cantileverlQn:)(PIRAilON DATE: 12/31/06 and right exposed ; end verticalleft'and right exposed; porch left and right __..._..___~; Lumber OOL==1.33 plate grip DOL==1.f:.'":" 3) This truss has been designed for a 10.0 pst bottom chord live load nooconcurrent with any other live loads. 4) All plates are MT211 plates unless othOfWise indicated, MAR ~ Jl' Z005 ~tRI~~~ plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - A WARNING - VERIFY OESIGN PARAMETERS AND READ All NOlES ON THIS AND TRUSS DRAWING NOlES BEFORE USE, Design votid for use cnv with MITe\( comectcn ThIs'design Is boSEld only upon parcrnefoo shown. 00d Is IOf an indMduoI buiJding __. .,.._ _ ,: fa be installed md IoCxlec:I verticoIy, AppIcobility of design pcuorootel$ a'ld p-oper ......'....'~....,. of ......''t-'...'....M Is responsibity of bu!Idlng designef, nol truss designer. Bracing $hewn Is to'lOteral suopon ot InClMduol web members onty. AdditlOnol fempQlary bracing to Insure slobility during construction IS the 1.............--.1' of the erector, Additlonol...,;"...~,,,,,,J bracing of the oveI"oII struclUe Is the re$p:)flSibllty 01 the bUlding designer. For general guidance fBgClfding lobricalJon. QUality control. sforoge. deltvery. erection and bracing. consutI QST-88 Quality Slondord. DSB-a9 Btacing Speclllconon. and H1B-91 Handing InStalling and Btoclng ".........'.~.,..,........,""'. ovollabte from Truss PIofe tnsliMe. 583 D'Onofrio Drive. Madison. YJl53719. A ..., , theJ.";U""co. 6: BUILDING SUPPLY INC. Job T IUSS I TIUSS Type SPECIAL Qty Cascade Conl(12614) I Job Reference (OP.~. 6.200 s Jan 212005MiTek Industrles,lnc. lhuMar3113:26:14 2005 Page 1 Ply 12614 ASH The Tl\ISS Co.. SumnerwA I Eugene OR -1-4-0 , r 1-4-0 4-S.10 4-5--10 P..1~!J____;1_~1~, 3-7-15 2-2-4 1s.o.1l 5-1-11 ;?1_?-A &-8-12 24-9-12 . 3-7--8 1O.A.Il &-8-12 J5.ll-3 5-1-11 ~7-10-7; 4'.... 2-2-4 3-7.15 ~ 4-5-10 ~7-4-jl 1-4-0 Scme = 1:662 ...= 'M 4r<C~' \ \' 10" 7 W8 3x5.:::;. 3x5.:::;. 4'12MT1BH~ . :/ .0 . 5r<5= 9 6 00 (12 3x5-:;::'4 26 5x8 MT18H= 25 4x5 = 24 3>dl= ... = i 27 28 3x5 ~ 31<5" 4x12 __ 4,00[12 .. 22 20 3x5 II 2x4 II 17 2>0411 ... '" LOADING (psO TCll 25,0 TCDL 15.0 BCll 0,0 BCDl 7,0 37-10-7 35-6-8 35f3 5-0-0 ()"M1 2-2-4 Plate Offsets (X, V): 12:0-1-2.Edgel. [7:0-1-8.0-2-0). 18:0-5-8.0-2-4). 19:0-2-8,0-2-4]. (11 :o-J..12.0-2-D). 115:0+15.0-0-31, 119:0-3-8.0-3-<lL (21 :0-5-0.0-2-0). (22:0-3-8 .Edne). J25:0-2-4.0-2-OL r26:0-3-8.Q..3.41 '..:.. . - TI _.......... SPACING 2.{)..() CSI DEFL in (lac) IIdefl Ud . 4PtATES . ..:dRIP . . .... r:~~~~=e ~:~~ ~g g:~ ~:~~t~ X~~~~~ ~j~ ~g . '..~~H .. ~:~:: .... RepStresslncr YES we 0.96 Horz(TL) 0.74 22 nla n/a. Weight', 2111'_. ..:..: Code IRC2003lTP12002 (Malrix) OJ . . 4-5-10 4-5-10 8.1-9 " 3-7-15 ;'0-3-"1 2-2-4 '''... 5-1-" 21.2-4 &-8-12 24-9-12 3-7-8 JO.&ll &-8-12 41.... c. ~ 3-7-15 4-5-10', WMBER TOP CHORD 2 X 4 HF No,2 'Except' T2 2 X4 HF 1650F 1,5E, T2 2 X4 HF 1650F 1,5E BOT CHORD 2 X 4 OF 2400F 2.0E 'Except' B2 2 X 4 HF No.2. F2 2 X 4 HF/SPF StudlSTO WEBS 2 X 4 HF/SPF SludlSTD 'Except" W6 2X4 HF No.2. W7 2X4 HF Stud, W7 2X4 HF Stud W6 2X4 HF No,2 BRACING TOP CHORD . ...... . .. .. .. Structural wood sheathin~ ftirec8y applie8.~I . . . . 2-0-0 oc purllns (4-1.9fM)P.)P.... . .... Rigkt ceiling directly applieflA 140 DC bracing, Except:.. 1 Raw at midpt 15-19 .... . 1 Rowatmidpt .."11: ...... . .... 1 BmceatJt(s):19 .... ...... . ... . . . .. .... o. . BOT CHORD WEBS JOINTS REACTIONS (Ibisize) 2=1617/0-5-8.22=2929/0-5-8.15=-11/0-5-8 Max Horz2=162(load case 3} 'Max Uplift2=-924(load case 3). 22=13690oad case 3), 15=228(load case 4) Max Grav2=1617(load case 1). 22=2929(load case 1). 15=170(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42.2-3=-6364/3716.3-4=-639913586. 4-5=-6321/3595. ~~02Ol3319, 6-7=-4889/2363. 7-8=-21921996 .8-9=-1500/732. 9-1 0=1 n0l778, 10-11=954/319.11-12=1624/3570, 12-13=-1389/2945. 13-14=140312827. 14-15=-807/1786.15-16=0/45 BOT CHORD 2-29=3478/5n3, 28-29=3428/5809. 27-28=-328215991,26-27=291015662.25-26=-173914199, 24-25=50211898, 23-24---0J819. 21-23=-3326/1754, 19-21=2705/1432. 18-19=-1646/812, 15-18=16161796, 20-22=-4/2,17-20=18/10.15-17=18/9 ' WEBS 3-29=-121/63,3-28=0/197.5-28=-165/102.5-27=-352/312.6-27=389/275, 6-26=-10791917. 7-26=-1110/1907, 7-25=-260211400,8-25=-688/1222. 8-24=-851/394. 9-24=-255/423. 10-24=-3361838. 10-23=-1144/471. 11-23=-1660f.3901. 11-21=2443/1016. 12-21=59Or.150. 12-19=-147/319, 14-19=-12281604. 14-18=125r.!21. 21-22=-2940/1371. 17-18=-74/159. 19-2o-~21124 " NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25R; TCDl=4.8psf; BCDl=4,2psf; Category II; Exp B; endosed; C-C Exterior(2); cantilever I~ EXPIRA nON DATE' i 2/31106 and right exposed: end vertical left and right exposed; porch left and rightexposecl; Lumber DOL=1,33 plate grip DOL=1.:!? . 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10,0 psI bottom chornllve load nonconcurrent with any other live loads, MAR :I l' 2005 5) All plates are MT20 plates unless otherwise indicated. eb;J;bi;Ll!l:I~1:fke! plate inspection per the Tooth Count Method when this truss Is chosen for Quality assurance inspection. .t::~:::::I:;:I~~.:~,M=:;~:=~~=:t:==cwD:=~~~<~_~S'~.IObent~cnj~ ~ vertIcoIlv, ApplIcability 01 design ...__,'........v end ptoper ~__...._._.:_, of n.'...._.,""_'tls responsibI&IyotbUldilg designer - nolhussdesigner, Bracing ShOwn is fa lateral support ot individual web member$ only. AddltlonoItemporory bracing to Insure stability durtng construcllon Is the 1'""'1-........_,1 of the erecfOf. AdditionoI f'-'" _..~,.. bracing of the overall structure is the responslbiUty of the building deSlgnel, For general guidance regardlng fabricatIOn. quaIlty control storage. delv9fy. erecficn Old the. ~ 'u "CO. bracing. Consult QST-88 Quality Standard. DSB-89 Broclng SpecIfication.. and HIB.QI HcndlIng Installing and Brodng "........."~."". ............... available from Truss Plate lnslttute. ....~ _ 583 D'Onofrio Drtve. Madison. Wl53719, "BUILDINGSUPPLY INC. ::,. 1::- The Truss Co" Swnner WA J Eugene OR ITruss TjpO CAL. HIP I~~ I"" ,ICascadeConl(1261.) 'I Job Reference (Ol?tkmall 6.200sJan21'2005M1Teklndusbies,lnc. ThuMar3113:26'172005 Pagel .;44~1 1-4-0 15-5-11 15-5-8 30-&8 15-1'{) J3..<;.A 2.11-ll Scale "'~:62.2 51.7 :;:;; 6.00 112 I. 13 ~ .... < , 12~ -- 11~ 1~, '/' ?' 9~" . '/' yv 11' 4x5 .:::;. IS I. 17 ,. \~ 20 21 22 23 2. ....25 ? 0 0 9 , ~""'~II ',", Xl ~. ~ ~ o . . , o S ' 0 S . 1 S' 1 S. 1 S' 1 S' 1 S' 1 S' 1 S' 1 S' 1 S 1 S 1 S' 2 S '3 . '" . 3><5'" . ~ I ~ ~ ; r ~ 7 ~ ~ . 3 i;J r;t~".... q. ,.,i,".~m;o;:..~m'~"...-",..~,.,~~);j.;." 3xS:;:;; 53 52 51 50 49 48 47 <tEl 454443 3><5= ~" " 0, "'- j )~ Il.~ ( -\. 40 3938 37 36 35 34 33 3><5= ':~~:~2~:C~ 32 31 30 29 28 42 41 15-5-8 15-5-8 ,.fLata OffsetsjJ!,Yl: J'4:~,0-2.'4I,125:Q..Q..15,0-2.{)I,I27:Ed..,0-1-'2] LOADING (psO TCLL 25,0 TCDL 15,0 BCLl 0,0 BCDL 7,0 SPACING 2.(H) Plates Increase 1,15 lumber lnaease 1.15 Rap Stress lna NO Code IRC2003ITPl2002 CSI TC 0,85 BC 0,85 we 0.95 (Ma1r1x) 30-&8 3J..5.8 15-1-0 2-11-0 - ..... DEFL in (Ioe) Udell Ud .. ~TES GRIP . Vert(LL) 0,1538-40 >748 360 , 0 .. aQ61148 ..... Vert(11.) -0,31 J8.4O >356 240 . . . . . .. ...i .. . . Horz(TL) 0.03 27 nla nla '.... . .. LUMBER TOP CHORD 2 X 4 HF NO,2 BOT CHORD 2 X 4 HF NO,2 WEBS 2 X 4 HF No,2 OTHERS 2 X 4 HFISPF StudiSTD BRACING TOP CHORD BOT CHORD ..... I . . ' ... .. structural wood sheathlnli. .Iredly applied or ft..o..o oc punlliSl. .. . , J except end verticals, and'20q,a.x:purtins 'lNJ.Q "1'x,): 14-~,. " Rigid ceiling directly applied or 6-ikJ DC braai~,.. .. ...... ....' . . . .. . .... . . . ...11 .... Weight: 250 Ib REAC110NS Oblsize) 27=61110-5-8,2=226115-5-8,28=20110-5-8,53=196115-5-8,52=100115-5-8,51=130115-5-8, 50=125115-5-8, 49=125115-5-8, 48=128115-5-8, 47=119115-5-8, 46=178115-5-8, 45~292115-5-8, 43=907115-5-8, 35=986110-5-8, 34=46~10-5-8, 33=23411 0-5-8, 32=103110-5-8, 31 =13811 0.5-8; 30=124110.5-8,29=99110-5-8 ' Max Horz 2=84(load case 3) Max Uplift27=.114(load case 3), 2~250oad case 3~ 53~20(load case 3), 52~33(load case 3), 51~250oad case 3), 50=-27(load case 3), 49=-260oad case 3), 48~27(load case 3), 47=.25(load case 3), 46=-43(load case 3). 45=-356(1oad case 5), 43=-227(1oad case 3), 3S=-310(load case 3), 34~69(load case 4), 33=-52(load case 3), 32-~(Ioad case 3~ 31~170oad case 3), 29=-28(load case 3) Max Grav 27=61 Ooad case 1), 2=226(1oad case 1~ 28=66(load case 3), 53=196(load case 4), 52=100(1oad case 4), 51=130(load case 1), 5O=125(1oad case 4), 49=125(load case 1). 48=128(1oad case 4), 47=119(load case 1), 46=178(load case 4), 45=99(load case 3), 43=907(load case 4), 35=986(toad case 4), 34=196(toad case 3), 33=234(toad case I), 32=104(load case 4), 31=1390oad case 4), 30=124(load case 5), 29=99(Ioad case 5) ...... . . .. .. . ... . .. .. . .....'-, . " .... FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1.2=0145,2.3=-133/86,3-4=-99131,4-5=-93/57, HPn167, 1;.7=-54165, 7-8=-32165, 8-9=-9165, 9-10=0165, 10-11=0163,11.12=0166, 12.13=0I171,13-14=-2Q2J165, 14-15=-41110, 15-16=-31110,16-17=-31110, 17.18=-31110, 18-19=-31110, 19-20=-31110,26-21=-31110, 21-22=-31110, 22.23~3I110, 23-24=-31110, 24.25=-41110,25-26=-271109,26-27=-311120,27-28=010 BOT CHORD 2.53~37185, 52.53=-37185, 51.52=-37185, 50-51=-37185, 49-50=-37185, 48-49=-37185, 47-48=-37185, 46-47~37185, 45-46=-37185, 44-45=-37185, 43-44=-37185, 42-43~37/85, 41-42=0170, 40-41=000, 39-40=000, 38-39=0170,37'38=000,38-37=000,35-36=0170,34-35=0170,33-34=000, 32.33=000, 31-32=000, ~31=0170,29-30=OOO,28-29=OOO , 3-53=-169/51, 5-52~, 6-51~111138, 7-50=-106138, 8-49=-107138, 9-48=-106138, 1Q..47~112140, EXPIRATION D!\TE: 12131/06 . 11-46=-114141, 12-45=-401210, 13-4J=.3321242.14-42~1601413, 15-41~303l85,16-4O=-29162, 17-38~5614, 18-37~29113, 11h38~96126,20.35=-449/144,21-34=-511107,22.33=-113127,23-~112128,24-31~114121, 25-30=-104/O,26-29=-94IO Continued on page 2 WEBS MAR 1l 1 2005 A WARNING - VERIFY DESIGN PARAMETEIlS AND READ AU NOlES ON THIS AND !RUSS DRAWING NOTES BEFORE USE" Design valid lor use only wilh MITek connectors, ThIs design Is bosed only upon ..._'_"......," shown, and Is tor an indMduaI buIIcIng ~~.,,...~. ....It to be lnsIoIIed and loaded verlicOllv. AppIIcctlillty of design paometoo and propet incorporotion of . .,.,.........., Is responslbBity of bUIdIng designer. not truss designer, Bracing shown is for lateral support Of individual web membeB only, AddltIonoI .".,'t-'v....~ brochg to insue sJcbIIity during construction Is !he responsibility of the eracta, AddItional permanent broclng of the overeD structure Is the responsibQity of the bulIdlng designer. For generoI gl.idance regadlng tobrication. quoIIty control staoge. delivery. erecflon and bcoclng. consttt QST~ QualltyStCllldcYd. DS8-69Broc1ng 5........:............. and HlB-91'HondIIng lnSfaDlng and Brocr.g Rae.."",,,,,, ~_.Lw" ovoiloble from Truss PlatalnstlMe. 583 D'OnotrIoOrlve. Modlson. v.JI537]Q. Li1 theTRUSSco. & BUlLDING SUPPLY INC. Job 12614 SPEClAl I~~ Tou.. Truss Type P~ Cascade Cont(12614) AH .Job Reference (~, 6.200 s Jan 21 2005 MiTek Industrtes,lnc. Thu Mar 3113:26:19 2005 Page 1 The TNSS Co.. Swnner'IV....' Eugene OR ~'-44 1-4-0 17.0.0 4-0-9 1'8-6-4; 1.v.4, 4-1<>-4 4-1<>-4 8-10..13 4-0-9 12-11-7 4.0.1> 2340 4-5-12 27-5-12 4-5-12 1Ox14 II 33-"" 5-11-12 ScaIe=';fit2 4x5 = '0 3x4 II 8 ~10-4 6-1()..13 12-11-7 1740 ,18-6-4- 7.7-5-1~ 3J-5..8 4-10-4 4-().9 4-0--9 4-0-9 1..a-.t 8-11-8 5-11-12 _Plate Offsets (X,V): r2:Q-1-2Ednel 18:G-2-4_0-7-8lI10:0-2-8,(}"Z-4t 111:0-1-4.0-1-121. r13:Q-Z.'(lG-1--81 115:0-5-8_Q..1-8J,I17:D-4-4.Edael -. . . ....l LOADING (psn SPACING 2-{1.() CSI DEFL in Ooc) Vdefl Ud . "~~1ES .~ TCll 25,0 Plates Increase 1.15 TC 0,84 Vert(ll) 0,84 17-18 >473 360 . Mi20 . 1 .48 TCDL 15.0 Lumber lncrease 1.15 BC 0,77 Vert(TL) -1,64 17-18 >242 240 . ..",;r\8H . "8~48 BCll 0.0 Rap Stress Incr YES WB 0,90 Horz(TL) -1.44 2 nla nla . BCDl 7,0 COde IRC2003lTP12002 (Matrix) Weight: 193 lb. lUMBER TOP CHORD 2 X 4 HF 1650F 1,5E 'Except' T3 2X4 HFNo.2. T4 2X4 HF NO.2 BOT CHORD 2 X 4 HF No,2 'Except' B1 2 X 4 OF 2400F 2,OE WEBS 2 X 4 HF/SPF Slud/STD 'Except' W8 2 X 4 HF 1650F 1,5E. W7 2 X 4 OF 2400F 2,OE W9 2 X 4 OF 2400F 2,OE. W9 2 X 4 OF 2400F 2,OE W12 2 X4 HF No,2 ...... . . .. ...... . . .. BRACING TOP CHORD BOT CHORD WEBS . , . . ...... Structural wood sheathing'ltJite(lJye.pplied ore1-8-13loc pur1ins.. . . except end verticals. and 2-O-fJ oc ~urIins (~<l-;'rg~,): 8-1(1.. .. Rigid ceiling directly applil!dl(lt~~ 1 DC bracing. ... . 1 Row at midpt 9-d.o1"'~3.11-12 .. 2 Rows at 113 pls t~~... ...... ..... .. .... .. .. REACTlONS (Iblsize) 2=1683/0-5-8.12=1552/0-5-<1 Max H0I212=572(load case 3) ; Max Uplift2=-930(load case 3). 12='7660oad case 3) FORCES (Ib) ~ Maximum CompressionlMaximum Tension TOP CHORD 1-2=0142.2-3=-6816/3537.3-4=-6698/3232. 4-5=-6652/3244. 5-<l~589412562. 6-7=4696/1679. , 7-8=-4017011640.8-9=-13681904, 9-10=-8431557. 10-11~10421587. 11-12~15111732 BOT CHORD 2-20=-3148/6201.19-20--308516228.18-19=-2739/6280. 17-18=-1943/5474, 16-17~6/102. 7-17~72174, 15-16=01100,14-15=011191.13-14=011191.12-13=01629 WEBS 3-20~155189. ,3-19=01261,5-19=-263/156. $018=-749/678. 6-18=-511/447. 6-17~11121877. 1$017=-818/5185. 8-17~ 166817506..8-15=-53511915, 9-15=-3681437. 9-13=-886/455. 10-13~1551132. 11-13=-558/1189 . ... . .. .. . ..... , . , .... NOlES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 85mph: h=25ft; TCDl=4,8psr, BCDl=4,2psf. Category II: Exp B: enclosed: C-C Exterio~2): cantilever left and right exposed; end vertical left and right exposed: porch left and right exposed; lumber DOl=1.33 plate grip DOL=1.33. 3) Special provisions shall be made by the building designer to allow for 0.6910 of horizontal movement due to live load and 1,44/0 due to total load. 4) Provide adequate drainage to prevent water pondlng. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless olharMse indicated. I "XPIRATiON DATE: 12/31/06 7) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. - 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI1 angle to grain formula. Building designer should verify capacl~ of bearing surface, I\IIAR 3 11. 2005 Continued on page 2 A WA~NING - VERIFY DESIGN PARAMETERS ANO READ AU NOTES elN THIS AND TRUSS DRAWING NOTES 8EFORE USE. ~ Design lJOUd fO( use only with MlTek ~_. ~ ...._._... this d0Slgn is baSed only upon porcmeters shown and is for an individual building component to be 1ns10lled and Iooded vertlcatty. AppliCabitity of design poromelers and Dloper "'_'..._.~,;.,..., of componenlls responslblbty of building designer. not truss designer. Bracing shown Is tor latera ~upporl ollndMduol web members only, Addltlonot ,,,......_.~ J broclng to insufe slablll!y duMg construcllon Is the rasponslbllity 01 the erectO(. Additional permanent bracing of the overall slruc:ture is the responslblll1v of !he buDding deSIgner. For general ... ~.:,- ,-..:.. regard!ng fabrication. quality control storage, delIVery, erectiOn and the... .I","',"'co. :Jrodng, consult QST-88 QuoMty Sfondotd. QS8.8Q &ocing ~.;........._...... ~ and HIB-91 Hond!Ing 1nst0lllng and &ocIng "u......~, 'u,........,.vn 0'Y0il0bIe from Truss PIole lnsIiMe. _ 583 D'Ono1rlo Drtve, Modbon. WI 53719.' .. BUll.DINGStJPPL,Y INC. Job Truss 12614 AST I Truss Type GABLE Cascade Conl(12614} I .Job Reference ft?Q.Ponall 6,200 s Jan 21 2005 M1Tek Industries,lnc. 1l1u Mar3113:26:24 2005 Page 1 Qty Ply The Truss Co" SumnerWAI Eugene OR l'~ 1-4-() 8-2-6 8-2-6 15-10-4 7-7-14 2W<l 7-1-12 JO..1-12 7-M2 37.9-10 7+14 6:01:10 MT1BH~ 6,00 112 6x10 MT18H~ 4x6~ 5ST13 ~ 7 ~ .T~. .-BrP"'~: O~;7]1 .1: 5 /"'~_ ...'" ~.9 / . ~ 'II l' I j vi \il S:1 5~ · · ~ ~' . . ~ .~~t"' " . · r ~12~.' oV" 4x8 ::;: NS/ ""'-::-:-S7 'L~[f'L '1:::"" 24 23 22 21 4x6 :::: 3x5 ::::; 4x6= 20 ""= 19 16 3x5 =4x6 = 4&<}.() 8-2-6 ScaIe><1:83.1 ~ ~ ~ Ii o 4x8 = 17 ...... . . .. ....... . , .. .. LUMBER TOP CHORD 2 X 4 HF No,2 'Except' T12X4HF 1650F 1,5E, T42X4HF 1650F 1,5E BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HFfSPF Stud/Sm OTHERS 2 X 4 HFfSPF Stud/Sm BRACING TOP CHORD BOT CHORD WEBS ... ..... Structural wood shealhifil~;~ applied~:XC:~ 2-ll-ll oc pu~ins (:l-j.{) m8x\,~1, Rigid ceiling directly aP14lied or 5-1-14 OC \,..-.oing. 1 Row3tmidpt ~~~20.9-1"I..... '''. .. .... . . . .... REACTIONS (Iblsiz.) 2=1919/0-5-8,14=2181/7-5-8,17=15417-5-8,16=-9817-5'8,15=64/7-5-8, 13=61/7-5-8, 12=-8917-5-8, 11 =236/7-5-8 Max Harz 2=30(load case 3) , ,Max Uplifl2=-746(load case 3), 14=-712(load case 3), 17~1020oad case 3), 16=.98(load case 1), 15~20(load - case 3), 13~11(load case 3), 12=-110(loed case 5), 11~100(load case 3) , Max Glav2=1919(load case 1), 1 <\.=2181 (load case 1~ 17=236(1oad case 2), 16=86(load case 3), 15=93(load case 2), 13=680oad case 5), 12=59(load case 3), 11=259(load case 5) FORCES (lb) - MaxImum CompressionlMaximum Tension TOP CHORD 1-2=0147,2-3=-3337/1239,3-4=-2499/946, 4-5=-2357/976, ~21011901, 6-7~2101/901, 7-8=-16n/713, 6-~18221583,9-10~156Al25 BOT CHORD 2-24=-102712843, 2:1-24=-1 027/2843, 22-23~1 02712843, 21-22---676/2116, 20-21=-676/2116, 19-20~3311490, 16-19=-89/399, 17-18=-89/399, 16-17=-891399,15-18=-89/399, 14-15=-89/399, 1:1-1~181183, 12-13~181183, 11-12~181183. 10-11~181183 WEBS :1-24=-1421297, :1-22---837/403, 5-22--3021515, 5-20=-621214, 6-_7/118, 7-20=-337/989, 7-1~510185, 9-19=-39211245, 9-14~23641786 . ... . .. .. . ...... . . .... NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. Forstudsexpo:sed to wind (normal to the face), see MlTek "Standard Gable End Detail'" 3) This truss is not designed to support;' ceiling and Is not Intended for use where aesthetics are a consideration. I EXPIRATION DATE: 12131106 4) Provide adequate drainage to prevent water pondlng. I 5) This truss has been designed fora 10.0 pst bottom chord live load ., ~. ..JJTentwith any other live loads. ~~::: ~~:: are ~~TP2Iaol"W1Iunless oIh_sendlndl icaedled, MAR $ 1 2005 <;Onl/I1U9o-Mlll>ge 'Zoo ess olh_se I cat . A WARNING.. VERIFY DESIGN PARAMrnRS AND READ ALL NOTES ON THIS AND !RUSS DRAWING NOTES BEFORE USE" ~ ~ voIid for lM orVy w11h M1Tek ~""K',^,'''''''' Thls de$gn.is based orIy upon paoneters shCl'Nn. ood is lor mlnclividuol buIIdlng .....~..'I".... .",.; to be maDed and kXJded verticoIy, AppIcobmly of design poraneten end proper N'~W''''~'~'''''' _ of ..._.,~_, ,_... is msponsIbIty of buIIdhg designer. not truss deSIgler. Bracing shown b for krteral support ot Indivlduol web members only. Additlonal temporary broclng toi'lUe~o..ngconslnJcfionbthe'___'~_'J otthe erector, AddItiOnOI...".........~.,. . bracing of the overall structure is !he fe!POf'1Slbillty of the buIIdlng designef. For genen:i guldc:nc:e r~ fobricctlon. quoIty control. stOfoge, deIvery. election and the & ~u ~ ~~O. brodng. consultOO.asQuoljlyStondOrd DSB-a9&oc1ng~.._.:__"w.' ondHIB-91 Hcn1InglnstclngQld Broelng.......~"~..~..,__"....,O\iCJilQbIefTom Truss Plate Institute. .... _ 583 D'OnohIo Drive. MadIson. 'NI53719, 8r BUIUlING SUPPLY INC. Job P~ cascade Conl{12614) Truss Truss Type Qly 12614 B Arnc , 4 1 . Job Reference (~Il 6,200 s Jan 21 2005 Mirek lndustries,lnc. Thu Mar 3113:26:27 2005 Page 1 Plate Offsets (X, V): (2:D-,.,2,D-2.()),13:D-,.,2,D-1-3),(4:D-2.,O,Edg:I.(5:D-,.,2,D-,-ll1,16:D-2.(),D-'.()I,18:D-3-8.D-2.()),.1'0:D-2.(),D-'.()),I~':D-"'2,D-'-llI'(,'2:0-).10 ,Edgel.(13,D-1.12.D-1-ll1, (14,D-1.12,D-2.()),(16.D-3-8.D-1-llI,(17,D-2-ll.D-3..()I. 118:D-2-ll,Q.J..OJ. 119.D-3-8,D-ie'iL 12Lll-J.8,ll-5-12), (22,D-2.jl'.~T . . 123:0-2-8.0..3..01. r24:o..3-8.D-1-81 . _ ....... ' .....,! - -.. ...... LOADING (pst) SPACING 2-0-0 CSI OEFL in (lac) Udell Ud .... .filAlES .. GJ!tIp .. TelL 25,0 Plates Increase 1.15 Te 0,77 Vert(LL) -0.3919-21 >976 360. MT20 1851148 .. ~g~c 1~:~ ~~~~~~ ~~~ ~~ g:~~ ~:-rcii) ~:~19-~~ >5~~ 2~~ .:. ..:::: BCDl 7,0 Code IRC2003fTP12002 (Matrix) . . Weight 286'lb ., .. . BRACING ... ~~....: ..~.. TOP CHORD Structural wood Shea~y applied or 2-&-15 oc purfirb.. except end verticals, .. . . Rigid ceiling direedy allP!i~QI' J(H}.() "li e"'lIIlO!j; . 1 Rowatmidpt . i-25,.19-25 .... .... 1 Brace at Jt(s): 25 .... .'..... . ... . . . .. .... .. . TIle Truss Co,. SumnerYr'\J Eugene OR :'-4-'1 2-8-11 1+0 2-6-11 12-11-7 "7-3 26-1-6 :\.5-10 5-10-10 3-3-14 ..... :\.5-10 16-0-0 I 19-0-9 ~9 3.().g 5x7= 22-7-12 "7-3 -As lUlO[12 3x4-:- 5x7 WB~ :y 2x4 II ~~""'II '.::::: 10 3x4~ 5%7 WB~ ~ ~ m 'I', ""''' , i , .7 D' W ~' ill 24 23 22 21 3xS II 5x5 == 5x5 == 8x8 == . 2-6-11 .. 5-1~10 . 9-4-4- 2.a.11 3-3-14 3-&10 ,. 5><5= , 29-5-5 3-3-14 20 ll>dl= 22-7-12 13-3-8 " ll>dl= 26.1-6 3-5-10 WMBER TOP CHORD 2 X 6 OF 2400F 2,OE 'Except' T1 2X4 HF NO,2, T1 2 X4 HF No,2 BOT CHORD 2 X 12 OF No,2 WEBS 2 X 4 HF/SPF Stud/Sm 'Except' W1 2-X 4 HF No.2. W2 2 X 4 HF Stud. Wl 2 X 4 HF No,2 W22 X4 HF Stud BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 24=23551O.5-8,16=2355/D-5-ll \Max Uplift24=-260(load case 3), 16~260(load case 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD 1.2=0166,2.3=.19431184,3-4=.25251201,4-5=.23981207, 5-6=,28081143, 6-7=.20601174, 7-ll~14/496, 8-9=.14/496, 9-10~20601174.1D-11~2808l143,11.12=.23981207. 12.13~25251201, 13-14~19431184, 14-15--()/66, 2.24=.21841223. 14.16=-2184/223 ' BOT CHORD 2"24=0184, 22.23=-5211544, 21.22~2612099, 2D-21 =012072, 19-20=0/2072, 18-19=-2612099, 17.18=-5211544, 18-17=0/84 WEBS 7'25=-26601234, 9-25=-26601234. 8-21~7711102, 1D-19=-7711102, 3-23=.947118, 5-21~2531269, 5-22~917/0, 3-22=0/753,11-19=-2521269, 11.18=-917/0, '''17~947118, 13-18=0/753,8-25=0/128,2.23=-10511705, 14-17~10511705 29-5-5 3-3-14 324l> f3'4"1 2-&-11 1-4-0 Selle: 1:74,8 " 17 16 5x5 ::::: 3x6 II , J2.<l<l, 2-6-11 ...... NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7'()2: 85mph; h=25ft; TCDL=4,8psf: BCDL=4,2psf; Category II: Exp B: enclosed; C<: Ex1eriorj2); cantlie_left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOl=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load, ,_, ,_.-.lITent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. ' 5) Ceiling dead load (5,0 psO on member(s), 8-7. 9-10, 7.25. 9-25: Wall dead load (5.0PSO on ",""';'0,,,),8-21. 1D-19 I EXPIRATION DATE: 12/31/06 6) Bottom chord Uve load (40.0 psf}and addiUonaJ bottom chord dead load (5.0 pst) apPlied only to room. 19-21 7} Provide mech8nical connection (by others) of truss to bearing plate capable of withstanding 260 Ib uplift at joint 24 and 260 Ib uplifl at joint 16, n,B,Al'l ? 12005 8} This truss Is designed in accordance with the 2003lntemational Residential Code sections R502,11 ,1 and RB02.10.2 and ~11'U1 iJ - colilIlifRl1Fllfl iiJllll!I~rd ANSVTPI1. A WARNING - veRIFY DESIGN PARAMffiOS AND READ All NOTES ON THIS AND TRUSS DRAWING NOTES BfFORE USE. Lf1 De!lgn voIld for use onIywtth MlTek comeclors. thi$design Is \:XJSed rxVy ~ pacmeters shown. cr.d Is lorcninClvidual buIdIng __".,..._"..... to be mailed and kXXied verficoly, AppIicobllity of design parameters ald propel" w ,__... _, _.,_" 01 n _ _,.. _ _ _ _ ., is ,esponsI:li/Ilv of buIIdlng designer - not truss desIg'ler, Brocilg shown is IOf lateral support of IndrvIduol web members only. Addi110rd ''-' . . brodng 10 insue slobiUfy cUIng constructiOn is the 'espon:sIbIIity of the ereclOf. Additional pElfmanent bracing of the overall stn.rclure Is the responsibity otthe building designer. for g9n8lol guidance ragordng f~..__.._. ~ QUOIify control storage. deIIvefy. erection cnj the"'"lJSSco. brodng. consuttQST.a8QuaUtystandard. DS8-{I98rodng~",.............._.~ ancI HIMl HondlIng installing ond Broclng "u,-,,,,',",,,,,,,u.Jt\on avoBobla from Truss Plate InStiMe. '&A 5B3 D'Onofrio Drive. MoclIson. WI 53719. III BUILDING SUPPLYn<<:. Job Truss Truss Type QIy 8 Ply Cascade Conl(12614) 12614 B1 Arnc The Truss Co.. Sumner VYA J Eugene OR Job Reference (optional) 6.200 S Jan21'2005 MfTek Industries, lnc, ThuMar31 13:26:29 2005 Page 1 2-6-11 2-6-11 5-10-10 3-3-14 9-4-4 3-5-10 12-11-7 3-7-3 16-0-0 1 1~9 3-<).!l 3M ""= 22-7-12 3-7-3 21>1<; 3-5-10 29-s.5 3-3-14 I 32-M I""'i 2-&-11 1-4-0 ScaIe"'1:74.0 do 8,00 [12 2x4'l1 3x4-'/ 5:1.7 WB~ 6 5~P, 34~ '\" '\ ""'''' 5:1.7 WB,:- G , ~ ~ ~ .. 23 22 21 20 19. 18 17 1615 ~II ~= ~= ~= ~= ~= ~= ~= ~II ': 2-6-11 I 5-10-10 I ~ 22-7-12 26-1-6 ; ~.rl~-O-O: .... 2-6-11 3-3-14 3-5-10 13-3-8 3-5-10 3-3-141 ~11 ....: ..:..: , Plate Offsets (X, V): [1 :0-1-8,0-1-12], 12:0-1-12.0-1-81, [3:0-2-10,Edgel. [4:0-1-12,0-1-8L 15:0-2-ll,0-1-ll1. [7:0-3-8,0-2-ll]. 19:0-2-t,f-'I'llI.110:0-1-12,0-1-81. 111:0-2-10 - - ,Edgel. [12:0-1-12.0-1-8], [13:0-1-8,0-1-12]. [15:0-3-8,0-1-811'6.11-2-8,0-3-0]. [17:0-2-8.0-3-01.118:0-3-8,00$-12],120:0-3-8,0-5;,21. 121:0-2-t,~: . (22:0-2--8.0-3-01. f23:o-3-8.o-1-81 ".. _ #"...... !..! .,---------~ . ..... . CSI DER. in (Ice) I/defl Ud . P'l.AlES . GP.lP .. TC 0.77 Vert{tL) -0.3918-20 >974 360 .. eMt20 . et8!tl148 .. .. Be 0.74 Vert(TL) -0.6416-20 >591 240 ,..... .. .. WB 0,66 HOI2(Tl) 0,03 15 roJa roJa .. (Matrix) ~eight: 284~~ . . D' L EO ) ..... . . ..... LOADING (ps~ TelL 25.0 TCDl 15,0 BCll 0,0 BCDl 7,0 SPACING , 2-M Plates Increase 1,15 Lumber Increase 1.15 Rap Stress Incr YES Code IRC2003lTP12002 .... . . . .....011. LUMBER TOP CHORD 2 X 6 OF 2400F 2,OE "Except. T1 2 X4 HF No.2, T3 2X4 HF No,2 BOT CHORD 2 X 12 OF No,2 WEBS 2 X 4 HF/SPF StudlSTO .Except' W1 2 X4 HF NO,2. W2 2X4 HF Slud. W12 X4 HF No,2 W22 X4 HF Slud BRACING TOP CHORD , ~-;--; .... ....~. .. ..' ' Structural wood sheathing airecuy applied ~2..fi~~ oc purft~... . except end verticals. . ... : Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-24,8-24 1 Brace al Jt(s): 24 BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 23=2234/0-5-8,15=2357/0-5-8 Max Horz 23=-39(load case 3) Max Uplift23=-216(load case 3), 15=-260(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2~1969/180, 2-3~25411201, 3-4~24141206, 4-5~28151142, 5-6=-2063/174, 6-7~141499, 7-8~141497, ,8-9=-2064/174, 9-10=-28151142;10-11~24011207, 1'-'2~2528/20'.12-13~'9451'84. 13-14=0166, 1-23=-2052/f73. 13-15~21871223 BOT CHORD 22-23=01143. 21-22=-52/1573. 20-21~2512111, 19-20=n12077, 18-19=012077, 17-18=-2612101; 16-17=-51/1547.15-16=0184 WEBS 6-24=-2668/234,8-24=-2668/234, 5-21J=-76111 03, 9-18=-7711105, 2-22=-939125, 4-2O~2661264, 4-21~91010, 2-21=01732, 10-18=-251/273. 10-17~92210. 12-16=-948/18, 12-17=01754. 7-24=0I12B, 1-22=-10811669, 13-16=-10511707 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-ll2; 85mph; h=25ft; TCDl=4,8psf; BCDl=4,2pst, CalegDfy II; Exp B; enclosed; c{; Exterior(2); cantilev01left and right exposed; end verUcalleft end right exposed; porch left and right exposed; lumber DOL=1,33 plate grip DOl=1,33, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection 5) Ceilin9 dead load (5,0 psf) on member(s). 5-6, 8-9. 8-24, 8-24; Wall dead load (5,Opsf) on member(s),5-20. 9-18 'EXPIRATION DATE: 12/31106 6) Bollom chOfd live load (40,0 ps~ end addlllonal bottom' chord dead load (5,0 psi) app6ed only to room, 18-20 7) Provide mechanical connection (by others) of truss to bearing plate capable of w1lhs1anding 216 lb uplift at joint 23 and 260 Ib nt'ol uplift at joint 15, ' l\~..t) 'a 12.\}w Continued on page 2 Wlf'\l' A WARNING - VERIFY DESIGN PARAMrnl1S AND READ AU NOTES ON THIS AND l1lUSS DRAWING NOTES BEFORE USE, Design voIid lor use only with MIlek cOMeCtcn TNs design Is based orVy upon jXll"ometers shOwn. and Is b 17I indIvidJcI buIJdlng c. ~ ~ . 0'" ~_ . ~ _ __ to be moiled and loaded verticollv. AppIIcobDiIy of design jXlrometelS oocl proper ~ ,__,.._,_.:00 01 __......._._,.: Is responsIbiIify of b.Skfng designer - not truss designer, BrOCing shown Is for lateral suopon Of indivIduoI web members onty. Addttlonot tempQfOJy bracing to Insure stoblllty dI.Dlg conshucfion Is the ........._,-.....(of the elector. AdditIOnal permanent bracing ollhe oVeloIl sfluChJa Is the fesponslblllty 01 the bulIding designef. For general gUdcn:e regartfng '_,'__n_., quality control. storage. delivery, erection and brocing. C()llSljt QST-88 Queaty Standard DSB-89 &odng Specification. and HlB-91 Handling lnsIoIIing md Ikact1g Re<:_ ^ ..,.__.,_" ova!IobIe from TIUSS Plata lnstiMa. 583 D'Onofrio Drive. MOOison. Wl53719. ~I " , I theTRUSSco. , &: BUILDING SUPPLY INe, 12614 BST Trussiype AT11C Diy Ply Cascade Cont(12614) Job T <uss The Truss CO., SUmner v.. '\/ Eugene OR Job Reference (op!ional). 6.200 sJan 212005 Mirek Industlies,lnc.. ThuMar3113:26:322005 Page 1 ~'4 2-8-11 I 0.10-10 1-4-02-6-11' 3-3-14 ....... J.5-10 12.11-7 :\.7-3 16-().(1 I 19-0-9 3.0-9 5x5 J-D--9 22.7-12 :\.7-3 26-1-<l J.5-10 29-&6 I 32.(l{}~1 3-3-14 2-6-111+0 Scale = 1:82,8 8.00 112 S11l~S11l II' G << . 7 3x4-:- 6 .#' 5x5~ ~ :;/' ~' .~~J -, ~ U QJ - ~ ,- .J 6-......MMWMMMMMM.MM.....MMMMW.......w.....w.,................................M...... LOADING (psD TCU 25,0 TCDL 15.0 BelL 0,0 BCDL 7,0 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x6 It 5x5 = 5x5 = 5x5 = 8xB ::;; 5x5::;; 5x5::;; 510::;; 3x6 II 3x611 3x611 3x611 3x611 ..... 3x611 3x611 ..:... .2-6-11. 5-10-10 9-4-4 I 22.7.12 26-1~ 29-.5t.~~:z~, .... 2-6-11 3-3-14' 3-5-10 13-3-8 3-6-10 3-3-1\ ''}-6-11 , ....: ..:..: Plate Offsets (X, V): (2:0-1-12,0-1-8J, 13:0-1-12,0-1-81.15:0-1-12,0-1-81, 111:0-1-12,0-1-81, 112:0-2-10,Edgel, (13:0-1-12,0-1-81.114:0-1-12,0-1-81, 116:D-J-8,0-1-81. J17:0-2~ 1).3-01 r19:0-2-8.0-3-01. r22:0-2-8,OoJ.OI. r24:0-2-8.003-0). r27:002-8.0-3-Ql f29:0-2-8,003-01. PMl:003-8.0-1-81 _ .. _ ..: -' - ... -.-.--- SPACING 240 CSI DEFL in (Ioe) Vdefl Ud. . PLATES. GRIP...... Plates Increase 1.15 TC 0.23 Vert(Ll) -0,01 15 nir 180. ,. MT20. .1851148. . Lumberlncrease 1,15 ,BC 0.16 Vert(Tl) -0.0214-15 i1Ir 80... .....: .... Rep Stress Iner YES we 0.52 Horz(Tl) 0,01 17 nla nla. .: '.: W' 32 . .... Code IRC2003/TPI2002 (Matrix) , . elght:.1 I,b . LUMBER TOP CHORD' 2 X 6 HF No,2 'Except' T12X4 HFNo,2, T12X4 HFNo,2 BOT CHORD 2 X 12 OF No,2 WEBS 2 X 4 HF/SPF SludlSTO 'Except' W1 2 X4 HF NO,2, Wl 2X4 HF No,2 OTHERS 2 X 4 HF/SPF Slud/STO BRACING TOP CHORD ...... . . .... .. .... Structural wood. sheatlWn!1directty appl~ 1>>~ q-o-o oe fI1IlS.. : except end verticals. . .. . . . .' Rigid ceiling directly applied or 10.0-0 .' ~ .' ",_, 1. Except 6-0-0 oc bracing: 29-30,16-17. 1 BraCe at Jt(s): 31 BOT CHORD JOINTS REACTIONS (Ib/size) 30=666132-().{), 24=597132-()'{), 22=597132-()'{), 29=318132-()'{), 27=276132-()'{), 19=276132-()'{), 17=318132-()'{), 16=666132-()'{), 28=24132-()'{), 26=66132-()'{), 25=-214132-()'{), 21=-214132-()'{), 20=88132-()'{), 18=24132-0-0 Max Uplift30=-70oad case 3), 29=-39(load case 3), 27=-66(1oad case 3), 19=-<l6(load case 3), 17=-39(load case , 3), 16=-7(load case 3). 25~519(load case 2), 21=-519(load case 2) Max Grav 30=666(load case ,1). 24=856(load case 2), 22=856(load case 2). 29=318(load case 1), 27=276(load case 1), 19=2760oad case 1), 17=3180oad case 1), 16=666(toad case 1), 28=55(1oad case 2), 26=214(load case 2), 20=214(load case 2), 18=55(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0166,2-3=-454/0,3-4=-68311,4-5=-562/10,5-6=-786134,6-7=-838/107,7-8=-398/43,6-9=-398/43, 9-10=-8381107, 10-11~7B6I34, 11-12=-562/10, 12-13=-003/1, 13-14=-454/0, 14-15--0166, 2-30--649/27, 14-16=-049/27 BOT CHORD 29-30=-19150,26-29=01330.27-28=01330,26-27=01515,25-26=01515,24-25=01515,2:\.24=01604.22_23=01604 ,21-22--01515. 20-21=01515, 19-20--OI515.16-19=0I330.17-18=0133O.16-17~1915O WEBS 7-31~3061104, 9-31=-3061104, 6-24=-50212. 10-22=-50212. 3-29=-498/8. 5-24=01160, 5-27=-452126, :\.27=01252, 11-22=01160, 11-19=-452/26, 13-17=-49818.13-19=01252,6-31=0150,2-29=01401,14-17=01401 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) .~=~S=f~:~~dS in the plane of the Iruss only, For studs exposed to wind (rionnat to the face), see MiTe!< I EXPIRATION DATE: 12131106 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) All plates are 2x4 MT20 unless othefwise indicated. MAR 3 1 2005 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen tor quality assurance i..",.."'...:..... eb~\S3M;~tiriuous bottom chord beanng, A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE: ~ D8$lgn vaid tor l.IS8 only with M!Tek """. ."'~,~'" ThIs design Is tx:rsed onIv upon porometoo shown. ood Is for al nctMduoI blAdIng ___",.._' _~,,: to be i1s101ed aid Iooded verllcoUv. App/lcoblUIy of design paometers and proper ~ ,~..._~..on of _w.,....._' ....,t Is r9Sp(ll1Si18i1y of building designer _ not truss designel. Bracing shOwn Is fa 10191'01 support of individual web membefS ontv. Additional tempcNory brodng to inSure stability during constructk:ln Is the. ._~_ ...;."...:.y of the erector. Additlonol permanent bracing of the overOll structure Is the responslbHIty of the building designer. For general guidance regardlng fobrlcotion. QUOlIly control. storage, delivery, erection and the........... -0. bracing. consun QST-M QualIty Stondord. DS8-&9 ElrOcng SpecIfication, and HlB-91 HandlIng Inslolllng and BrOClng ,'~__'.u.....,.~~"..... CM:IilObIe from Tnm Plate Institute. !&KUilrIiM,; 583 D'Onohio Drive. Madison. WI 53719. . & BUILDING SOJIIII.1' DfC.. . Job Truss Type GABLE P~ Cascade Cont(12614) Truss a~ ,. Job Reference (oDtionan 6,200 s Jan 21 2005 MiTek IndustrieS. inc. Thu Mar 31 13:26:34 2005 p~ 1 12614 CGE The Truss Co., Sumner vilA I Eugene OR -1-4-0 1-4.() ~ ~ 13.().() ~ 4x5 II 7 8 8,00 [Tf . IT ~9 ~,o ~" IT IT ~~'2 m~ , J IT, 3:/ :/,,8 'T IT IT , , o 14-4'() 1-4'() Scale: 3/8"=1' ;1' 9 o N ~r '0 C '0 '::; :'3 '0 'C '0 '0 'C, ~~.~.... 13-0-0' .. . .. : Ud. PLATES.:. GRIP .... 160 . . MT20 . 185/148...... 80. .. .. .. nla. . ... .... .. ,.. .Weight:11-lb.. . .... . .... . Structural wood Sheatl\if1 ei~ app~~, ~ oc purli~s~.. , except end verticals. .. . . . . . . . : RIgid ceiling directly applied or fM)..() ~ tlraC"1t . . . . . .. . Plate Offsets IX. Yl: 17:0-2-10,0-2-01 LOADING (psn TCll 25.0 TCDL 15.0 BelL 0.0 BCDl 7,0 SPACING' 2.(H) Plates Inaease 1.15 lumber Increase 1.15 Rep Stress' Iocr NO Code IRC2003ITPI2002 CSI TC 0,25 BC 0,06 WB 0.10 (Matrix) DEFl in Vert(ll) .(),01 Vert(TL) , .(),02 Hoo:(TL) 0,00 (Joe) 14 14 15 Udefl oJr oJr oJa LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HF/SPF SludlSTD OTHERS 2 X 4 HF/SPF SludlSTD BRACING TOP CHORD BOT CHORD REACTIONS (lb/si2e) 25=194/13.().(), 15=190/13.(H), 24=78113-0-0, 23=13:1J13-0-0, 22=124/13-0-0, 21=132113-0-0, 20=148113'()-O, 19=127/13-0-0, 18=125113.(H), 17=130/13-0-0, 16=5:1J13-0-0 {MaxUplift2S=-81(IOad case 3}, 15=-77(load case 3), 24=-29(load case 3), 23=-25(load Case 3), 22=-39(load case 3), 19=-20(load case 3), 18=-35(load case 3), 17=-24(10ad case 3), 16=-27(load case 3) Max Grav25=210(load case 4), 15=213(load case 5), 24=78(1oad case 1), 23=134(load case 4), 22=124(load case 4), 21=132(load case 1), 20=148(load case 1), 19=130(load case 5), 18=125(load case 1), 17=132(load case 5), 16=53(load case 2) FORCES (Ib) - Maximum Compression/Maximum TensIon TOP CHORD 2-25~205l108, 1-2=0166,2-3=-35169, 3-4=-0/83, 4-5~11J114, 5-6~10/147, 6-7~14Jl53, 7-8~16J96. 8-9=-14/163,9-10=-11/138, 10-11=-l:1J107,11-12=-8177, 12-13=-39/69.13-14=0166, 13-15=-211/112 BOT CHORD 24-25=-22150, 23-24=-22150, 22-23~22150. 21-22~22150. 2O-21~22150, 19-20=-22150, 18-19=-2:1J50, 17.18=-22150.18-17~22150, 15-16~22150 WEBS 3-24=-49/12.4-23=-116/42, 5-22=-105149, 8-21~114/0. 8-20=-13010, 9-19=-111/31, 10-18~106/44, 11-17~114141, 12-16=-21/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (nonnal to the face), see M1Tek .Standard Gable End Detair 3} This truss has been designed for a 10,0 psf bottom chord live load, ._. ,_, -JlTent with any other live loads. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss requires plate inspectlon per the Tooth Count Method when this buss Is chosen for quality assurance inspection, 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral roovement (i.e. diagonal web). 8) Gable studs spaced at 14-0 oc. 9) Provide mechanical connection (by others} of truss to bearing plate capable of withstanding 81lb uplift aljoint 25, IT Ib uplift at joint 15. 29tb uplift at joint 24, 25lb uplift at joint 23, 391b uplift at joint 22. 20 Ib uplift Btjoint 19. 35lb uplift at joint 18, 24 eol\\;H81i\\ %\i'/i9W'2Bnd 27 Ib, uplift at joint 16, ..... . . ..... ...... . . 0.&- .. I EXPIRATION DATE: 12/31{06 MAR 3 1 2005 -.. A. WARNING - VERIFY DESIGN PARAMETERS AND READ AU NOTES ON THIS AND TRUSS DRAWING NOTES BEfORE USE~ ~ DesIgn vdid tor use only wi!h tvVTeIc connectcn Thi$ design Is bOS9d r:riy upon parometer:s Shown. ald Is lor an individual buIdIng "'.....'1-'...'....',' to be instokK:l and Iooded vertically. AppIIc:obl&ty of design paometen; a"ld proper.. '__'''_'_''_'' ot __"?"W' ...,.. IS lesponsjblIty of b.ting designer. not truss designer. 810cing shown Is lot totelCll support oflndivlduat web membefs only. Addif\onol tempotary brocing 10 lnsue stobllily dlD1g constIUCtlOn Is the responslbility of the elector, AddiHonol permanenl blodng of !he ovelClll structure Is the responsibility of the bulIding designer, For general guidance reQOldlng f ~,___.:_,. quality control storage. delivery. election and the.............co. broclng. consuIl QST-88 Quality Standard. DS8-89 810cing Specificol1on. and H18-91 Handling In$IcI!IIng and Brodng "~,,-....,..,,,,,,,.....:mon ovoiIobIe from TI'US$ PIote Insmute. !"'AU~ 583 D'Onofrio DINe, Modison. WI 53719. . &- BUD.DtNGSUPPLY INC. Job T NOS Truss Type 12614 D FINK Diy 5 Ply Gascade Conl(12614) The Truss Co., Sumner lhA I Eugene OR .lob Reference lootionall 6.200 s Jan 212005 MiTek Industrles,lric. Thu Mar 3113:26:36 2005 Page 1 -1~ 1-4.0 5-3-4 5-3-4 ''''''' U-12 14-8-12 4-8-12 2O.<J.<J 5-3-4 21-4.0 , 1~ Scale'" 1:38.4 <lx4= 4 2 ~~ 30<5= 6,OO("i2 . j ,. 3x4= 9 30<5 = . 3x4= . ~e 3x5= . '" '~' CSI TC 0,30 BC 0,39 WB 0.28 (Matrix) 13-1.13 ~'\..1L ,DEFL in (Ioc) Vdefl Vert(ll) 0,12 2-10 >999 Vert(TL) -0,14 2-10 >999 Horz(TL) 0,05 6 nla ..~ . 6-1\>.3 ..... . . ..... 6-10-3 6-10-3 ..- ....... : ...... L lOADING (psD TCll 25,0 TCDl 15,0 BCll 0,0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1,15 Rap Stress Incr YES Code IRC20031fP12002 ...... Ud . PLA1ES GRIP ...... 360 MT20 . 185/148 . . 240 ... .. . nla . . ..... . . . :Weighte '31>> . . . .. . .. .. LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF NO,2 WEBS 2 X 4 HFISPF Stud/STD BRACING TOP CHORD BOT CHORD ...... .... . . . Structural wood shealhing ltiirectly applied or 4-1-3 oc p!l~ins. Rigid ceiling directly <Rl1ftI~7-3-14 ~ am~lilg. .... .. .... .. .. . ... . .. .. . ...... . . .... REACTIONS (Ibisize) 2=1043/0-5-8,6=1043/0-5-8 Max Uplift2=-507(load case 3), 6=-507(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORO 1-2=0147,2-3=-15651709, 3-4=-1352/719, 4-5~1352/719, 5-8=-15651709, 6-7=0147 BOT CHORO 2-10=-55011305, 9-1O~318/898, 8-9=-318/898, 6-8~55011305 WEBS 3-10~3471120, 4-10=-317/462, 4-8=-317/462, 5-8~347/120 NOTES 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCOL=4.8psf; BCDL=4.2psf; Category II; Exp B; endosed; C.C Exterior(2); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen tor quality assurance inspection, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5071b uplift at joint 2 and 5071b uplift at joint 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections RS02.11.1 and R802.10.2 and referenced standard ANSVTPI1. 7) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I EXPIRATION DATE: 12/31/06 J MAR 3 1 2005 ['.l61111611..111111.I WUJI'I.LiiI:II~.li"I~Y1.illlill ~iLlIIIIII.IIIiII'11WJ1 ~Jl!lIlI!JaiiU!IBI ~~l. LIIIIIIIIIJI""~.lIililliJ~1Il1 tLll~II.IIIlUil~~IlIS*EllllillEl_1. Jll!.l..i .~.!ilI.1lii.I,d~itILI.'.i!L:!I,~I..ltll'llllj,1 hul./l.ll,w _ I~i I .1 ..l.J.I:..I!, A WARNING - VERIFY DESIGN PARAMETERS AND READ AU NOTES ON THIS AND TRUSS DIlAWlNG NOTES BEFORE USE, ~ Design voIId for use only with MlTek y_,_.......'_,_ This'~ is based only upon paramelersshown. and is for onindMdual buiIdhg __""""_"",,, 10 be in$tolled and IOOded vertiColIy. AppIIcobility of design ,..~....,,,,,,,,,.. and proper" """',......"'"",1 of component Is responsibDity 01 building designer. nol truss designer, Brocing shown Is lex laIero1 support 01 indMduol web members onIV, Additional temporcuy bracing to Insure stoblnty during construction is the responsiblllty of the erector. Additional petmonenl broclng of the overaU structure IS the responslblUty of fha building deslgner, For general guidance regarding fobrlcotion. quaUty contJoI. storage, delivery. &faction onct th _ " braclrlg. COfl5ull QST-88 QuoJity Standard. DSB-89 Bfoclng SpecIfication. and HlM1 HondIlng InstolllnQ and BraCing Rae....."""'"......,,...., available horn truss PIote Inslllute. e... .-;u....Co. 583 D'Onofrio Drive. ModIsoI\ WI 53719. . "BUIlDINGSUPPLY INC. 12614 DGE I Truss Type GABLE I~ty 'Ply 1ICascadeConl(12614) Job RefPrence f01?,!Ional~ 6,200 s Jan21 2005 MiTek Industlies, Inc. TIlU Mar 31 13:26:38 2005 Page 1 Job Truss The Truss Co., Sumner WA I Eugene OR -1-4-0 1-4.() 1(H).<} 1(H).<} 2().0.{) , 21-4-<l 1().(J.Q 1--4---0 Sc:aIe::rl:38.0 ""= 9 ~ .~~ ~12 ' 5// ,1 .T' ~ 13 . yV " T. .T. ., ~ ,. ~; T, , ,~~ 2 :c~ IJe. 'e '::I !) l '::I '8 '3 '~ '~ sf.:: 'll I~ IJ ~i""'\ ,. ~~,:~~~~~~ - ""= 6,00 [12 . j '1 nij Plate Offs!tts lX,Y\' 19:0-2-8.Edcel ..... 2().0.{) . . ..... 2().0.{) . . .... . . . . . ......... .. . . . -- CSI DEFL in poc) Udell Ud . PlATES . GRIP ...... . . TC '0.20 Vert(ll) -o.Q1 17 nit 180 MT20 .. .1851148 .. BC 0,04 Vert(Tl) -0,01 17 nit 80 . . .. .... WB 0,05 H0<2(Tl) 0,00 1. nla nla . . . . . . . (Matrix) . Weight: ~I~.'.: .. .. LOADING (pst) TCll 25,0 TCDl 15,0 BeLL 0.0 BCDl 7,0 SPACING 2-0-0 ' Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003lTP12002 LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 OTHERS 2 X 4 HF/SPF Sl1J1jJSTD BRACING TOP CHORD BOT CHORD ~ - -... . . . Structural wood sheathing drr:cUy appliec:M'"~ oc pUrliJ1s. . Rigid ceiling directly ap~IIelI'br %0-0-0 ex! ~'l1~~!f, .. .. .. .. ...... . ... . . . .. .... .. . REACTIONS (Iblsize) 2=250120-0-0.30=196120-0-0,29=100120-0-0,28=130120-0-0,26=124120-0-0, 25=12612O-Q.O, 24=119120-0-0, 23=119120-0-0, 22=126120-0-0, 21 =124120-0-0, 20=130120-0-0, 19=100120-0-0, 18=196120-0-0,16=250120-0-0 Max Uplift2=.;.74{It)8d case 3), 30=-18(load case 3), 29--33{load case 3), 28=-25(1oad case 3), 26=-27(1oad case " 3). 25=-34(load case 3), 22~34(load case 3), 21~27(1oad case 3), 20~25Poad case 3), 19=-33(load case 3), 18~18(1oad case 3). 16=-74poad case 3) Max Grav 2=250(load case 1), 30=196poad case '4), 29=100poad case 4), 28=1311poad case 4), 26=124(load case 1), 25=128(load case 4), 24=119(load case 1), 23=119(load case 1), 22=128(1oad case 5), 21=124(load case 1), 20=130(load case 5), 19=100(load case 5), 18=196(load case 5), 16=250(load case 1) FORCES (Ib) - MaxImum CompressionfMaximum Tension TOP CHORD 1-2=0145,2-3=-65136.3-4=-44112, 4-5=-34134. ~7, 5-7~36179, 7-8=-361105, 8-9=-33197, 9-10=-33197. 10-11=-361105,11.12=-36179. 12-13=-36t57. 13-14=-34134, 14-1~12, 15-1~. 16-17=0145 BOT CHORD 2-30=0175,29-30=0175,28-29=0175,27-28=0175,26-27=0175.25-26=0/75, 24-25--Qf75, 23-24=0175, 22-23=0175,21-22=0175,20-21=0/75,19-20=0175.111-19=0175.16-18=0175 WEBS 3-30=-168150,4-29=-85135,5-28=-111/38,6-26=-106138, 7-25=-110145, 8-24~10010, 10-23=-10010. 11-22=-110/45.12-21~106138, 13-20=-111/38, 14-19=-85135,15-18=-168/50 NOTES 1) Unbalanced roof live loads have been considered fOf'this destgn. 2) Truss designed for wind loads In the plane at the truss only. For studs exposed to wind (nonnal to the face). see MiTek .Slandard Gable End Detair 3) This truss has been designed for a 10.0 psfboltom chord live load nonconcurrenlwllh any olhetllve loads. I EXPIRATION DATE' 12/31/06 4) All plates are 2x4' MT20 unless otherwise Indicated. . 5) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality asswance :.......;.~_". 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc, MARS 1 2005 ConUnued en page 2 A WARNING - VERIFY DESIGN PAIlAMETEIlS AND READ AU. NOTES ON 1H1S AND TRUSS DRAWING NOlES BEFOIlE USE. DesIgn void 101 use only wllh MJTekconnoctcn. This design Is based orVy 1.p)Il... ~._,',..,",_ shOwn. and Is IClen indMduoIbUIdng~. . _ .. "tobeinstolledond Iooded V9.tlcaDy. AppIicabIBtyof design parameters and 1X0per _,~_...._.....:...,. of ~.....__.. Is tespomlbiity of bUIdIng designer - not tnscteslgler. Bmdng shown Is for lateral ~upport at individual web members Ofty. AddlfIOnOI temporOl')' bracing fa Insure stoblllty dUri"Ig construction is the .........~.__,Jtyof Itle erecfOI. AddItlonol permonenl bracing of the overall strucft.ue Is the responsibility of the bui\dl'lg designer. For general guidcn:e regarding Iabricotior\ quolIty control. storage, dallv8l)', erection and bracing, consult QST-88 QuoIIIy Standard. DSB.89 Brodng S,........."w,;~,l. and H1B-91 Handling installing ancI Bracing RecommendcJli;)n cvaiIoti& from Truss Plate lnsmute. 563 D'Onotflo Drive, Modlson WI 53719. ~ theTRUSSco. &: BUtLDING SUPPLY INC. Job 12614 HOWE aty Ply I C8Scade Conl(12614) " 2'Job Refenlnce l!'J!llonaJ\ 6.200 s Jan'21 2005 MITek Industnes, Inc. Thu Mar 31 13:26:39 2005 Page 1 " p~~ Truss Truss Type OGR The Truss Co.. SumnerWAI Eugene OR 5-7-0 5-7-0 10-0-0 4-&<l 15-7.10 >7-10 4x4 = 3 . j ~ Lln [nTrli nn B2 4x8 ::: 11 1. . TH026~ 4x8 II 6>dl= ""'= ""'= THD26 THD26 TH026 5-7-0 10.0.0 13-0-0 15-7-10 5-7-0 ~ 3-0-0 2-7-10 Plate Offsets (X.V}: r1:040.()"1.1~()"1-4.0-1-121.14:U-2-O.U-:'::-U1.16:0-4-0.0-1-151 rS:.Q-3-o.o-J..121. 111:0-6-0,O-2..(J1 2O-<l-<l ...... Scale "1:36.5 .J ~ 7 3><611 4x8:;:: .... ..... . . ..... 2Mfu .r.w. : .'..... . . "-- . . . . . SPACING 2-0-0 CSI DEFL in (Ioc) IIdefl Ud PLATES. . . GRIP .. Plates Increase 1.15 TC 0.45 Vert(LL) 0,10 1-11 >999 360 MT20 . 1851141. .. . . . . lumber Ina2ase 1.15 BC 0.77 Vert(TL) -0,16 1-11 >942 240 . . . . . . . Rep Sbess Incr NO WB 0,96 Horz(Tl) 0,02 8 nJa nJa .. . . . " .. .. ~. .. Code IRC2IlO3ITP12002 (Matrix) ..,..:Weight 191b .... . LOADING (psn TCll 25.0 TCDL 15.0 BeLL 0.0 BCDl 7,0 WMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X B OF SS 'Except" B2 2 XB OF No,2 WEBS 2 X 4 HFISPF SludISlD 'Except' W12X4 HF Stud, W42X4 HF Slud BRACING TOP CHORD BOT CHORD .... . .It:,~ .... Structural wood shea!1ll1l~ctIy apvll~w~-11~ DC pui1ins. Rigid ceiling directly apflUOOd" 6-0-0 DC bracina. . . . .. e. . .... . . .. .... .. . REACTIONS ;(11i/size)-1=547910-5-lkB=,551f0.5.8C8=7641/O,5-8 ~ax Uplift1=-2655(loadcase 3), 6=-701 (load case 4), 6=-3740(lo"'ad case 3) Max,Goav1=5479000dcase1). 6=2B5(load case 3), 8=7641 (load case 1) .. FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=-7266/3493,2-3=0-218411059.3-4=-214111064. 4-5=-74911574, ~14/1746 BOT CHORD 1-11=-307816440, 1o-11~30781644O, 9-10~30781644O. 8-9=-1378/755. 7-8~15311749. 6-7=-15311749 WEBS 2-11=-234014617, lo_6011635, 5-7~3741113. 2-9=-5331/2636, 4-9=-2478/5116, 4-8~573812754, 5-8=01223 , NOlES 1) 2-ply truss to be connected togelherwith 10d Common(.148"x3") Nails as follows: Top chords ..................j as follows: 2X4 -1 row at 0-9-0 oc. Bottom chords connected as folll:.s: 2 X8 - 2 rows at Q..7.Q oc. Webs oonnected as follows: 2 X4.1 row at 0-9-0 DC. 2) All loads are con.idered equally 0IllJ!ied 10 all plies, except II noted a. front (F) or back (B) face in the lOAD CASE(S) section. Ply to ply connections ~ been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been ronsldered for this design. 4) Wind: ASCE 7.02; B5mph; h=25II; TCDl=4,Bpsf; BCDl=4,2pst. Calegory II; Exp B; endosed; C-C Exteri0l(2); cantilever left and right exposed: end vertical left and rtght exposed; porch left and right exposed; lumber OOl=1.33 plate grip DOl=1.33. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate ~. ....t'"....~. per the Toolh Count Method when this lruss is chosen for quality assurance inspection. 7) Provide mechanical connection (o,oIhers) of truss 10 bearing plat. capable of withstanding 2655 Ib uplift at Joinl1, 701 Ib I EXPIRATION DATE: ,12/31/06 II upllftaljolnt6 and 3740 Ib uplift aljoinl B, 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI1. '. 1 ~ 9) Use USP THD26 (With 16d nailsinloGirder & NA9D nails into Truss) orequrialent spaced at 24-0 oc max. starting at 2.Q.O ;}JlAR ~ '2DD, from the left end to 12-0-0 to connedtruss(es) trusses (1 ply 2 X 4 HF) to front face of bottom chord. c:llMml&~ '1Ri11Ml~'L'" ..' < hanger is.. contact with lumber, A WARNING - VERIFY DESIGN PARAYrnRS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use orIy with M1Tek _____,__ lMdeslgn is based onty upon paamelersshown. and blor OllhdMdudl bUIdIng __..,.,..,....,.. to be InstoIled and kxJded ve~. Appllcobllity of design ..__.._._,~a1dpoper inc:orpololionof ~_._.,.~. ....Is,_............-'-.:..,t 01 bu!Iding designer. nof truss designer. Brocng shown is for lateral support Of individual web members only, Ad[ftiQnaIlempotCl)' broCing to inSIJe stability during consl1ucfion Is the I.....,.. w, ,_~,~ of the Bfector, AddItionoI .....',. ,_. ...... blOClng ollhe overall structure Is the responslblly of the bulldlng designer, For general guidance regardlng fct:lricotlon. QUOIity control storage, del/vefy. erection end bracing. consutt QSt-88 QuoKty Standard. 0SB-898roc1ng Spedtlcotlon. end HIB-91 Handling InstoIIing Old Broclng .~,,-_v '......' __"w., avoIable ftom TrUss PIoIe InsliMe. 583 D'Onofrio DrIve. Madison. WI 53719. ~' theTRUSSco. If BUILDING SUPPLY INC. Job 12614 E1H Truss Type CAL HIP Cascade Conl{12614) Diy Ply Truss Job Refenmce 1'!f!!l!>!1a!\ 6,200sJan212005M1Tek Inclustries,lnc.. Thu Mar3113:26:412005 Page 1 The Truss Co.. Sum~r W \ I Eugene OR ;'-4",/ 1~ ~' 6-2.{) 6-a-8 6-a-8 12-10-7 6-2'{) 19-3-8 6-<>1 "'f" 23-4-13 23M! ; " 0-3-11 3-9-10 0-3-11 30-1-9 6-<>1 5>5 " """'" 6.00 r;z ~ :i ~ 2 ;i)'c::--tIiJ 5x7= 17 3lI4= 1. 4x6= ,. 3><8= 13 4x6 ;;; 12 3><4= " 3x4= , 9-9-7 ' 19-3-8 9-9-7 9-6-1 , Plate Offsets IX. Yl: l2:0-1-11.Edoel r7:0-3-4.0-3--1 ~11 :Eqge,Q.O-21 2J.<l.<l 4.s.o 33-2-9 ~1 4340 6-a-8 Scale = 1:79.1 ".'" ~ ;;; 11 diI 4x8 ;;; ~ ,+ o .... '. . ..... . . ..... 4~. nO. _. . ""'0'. . ...... . . . . . . Ud PLATES-.. GRIP .. 360 . . MT20 . 18511~..... 240... .. .. nla... . .a.: .... ...:,..:Weight'89Ib ..... .. . .... . Structural wood sheaM<Il'litecuy apJftiw<l, "I&pt . . . . 2'()"() OC pur1ins (3-1-.~m.)I): 6-7. ...... Rigid ceiling directly applied 01 2-0-0 tlC"n:G:frW. . . . . . . 1 Row at midpt 5-15.7-15,8-... LOADING (pst) TCLL 25,0 TCDL 15.0 BCLL 0,0 BCDL 7,0 SPACING 2-<Hl Plates Increase 1,15 Lumber Increase 1,15 Rep Slress Incr YES Code IRC200JlTPI2002 CSI TC 0,91 Be 0.97 WB 0.71 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (Joe) 0,46 12-14 -0.66 12-14 0,25 11 Vdefl >- >770 nJa LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 ' WEBS 2 X 4 HF/SPF StudlSTD BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 2=2127/0-5-8,11=1997/0-5-8 Max Horz2=30(load case 3) Max Uplifl2=-837(load case 3). 11~773(load case,3) FORCES (Ib) ~ Maximum CompressionlMaximuQl Tension TOP CHORD 1-2=0147,2-3=-3611/1427,3-4=-3454/1385,4-5=-3341/1409, 5-6=-2574/1074, 6-7~222011005, 7-8~2572/1075. 6-9=-3270/1419. 9-10~3472/1395, 10-11=-3631/1436 BOT CHORD 2-17~ 120613261, 16-17~96412769, 15-16=-964/2769, 14-15=-696/2165, 13-14~96912776. 12-13=-969/2776, 11-12=-1219/3303 WEBS 3-17=-435/157,5-17=-311/526, 5-15=-811/371, 6-15~3361607, 7-15=-207/316, 7-14=-371/676. 6-14=-832/361. 6-12~3221537. 10-12=-443/162 ' NOTES 1) Unbalanced roof Uve loads have been considered for this design. 2) Wind: ASCE 7-02: 65mph; h=25ft: TCDL=4,6psf; BCDL=4,2psf; Calegofy II; Exp B; enclosed: U Exterior(2): canUlever left and right exposed: end vertical left and right exposed: porch left and right exposed; Lumber DOL=1,33 plate grip DOl=1,33. 3) Provide adequate drainage to prevent water pondlng. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads, 5) ThIs truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical.........".........., (by others) of truss to bearing plate capable of withstanding 8371b uplift aljoint 2 and 7731b uplift at joint 11. ..' 7) This truss is designed in accordance with the 20031ntemational Residential Code sect.lons R502.11.1 and RS02.10.2 and referenced standardANSI/TP11. 8) This truss is designed for a creep factor of 1.25. which is used to calculate the total load deflection. The building designer shall verify that this parameter fils with the intended use of this component. lOAD CASE(S) Standart! I EXPIRATION DATE: 12/31/06 'I MAR ~ 1 2005 ._....0. -. ;>j-:'...,:r....' ....-.,J:""~ 'I,. . or ..,. .: . .-' ".':' '_._'. '~"""., _:,;, '.. A WARNING - VERIFY DESIGN PARAMETERS AND REAO AU NOTES ON THIS AND TRUSS DRAWING NOTES BEFO"" USE, ~ Design vo5d lOt use ~ with M1Tek comoclon.. Thb"da>>gn is based oRyl.pon pcrometersshown, ondls lor an indiY\duol building ~~,..,..._~,,~._ to be Instaled and Iooded vertk:::olly. I "''''__'''~''' 01 design poromefenond proper w'~~''''~'_''~'' ot _~..',.,....,...... 1S,,,__,_~__yotbulldlng designer_ nol truss designer, Bracing shown is lOt 10101'01 suppon 01 IndMduol wet:) rnembefS only. AadltIOnCJI temp:;::mry brodng to IrmJre sfoblDty cUing construcllon is the responslblity offhe eractQf, AddItionoI............._.........1 ' brOCJng of the ovaroJl sfJucture is the r9SfXl('tSlblllty of the building designer. For general guidance regardlng lobricofion. quo!lly control. storage. dellv9fY, 8fecllon and bracing, consult QSHl8 QuoIity Standard 0S8-89 Brodng Specification. and HJB.Ql Handling lnsfOlli"1g and Bracing Rec.~"...,'" .~_..~'. ovoiIoble from Truss PIo1e InstlMe, theTR'USSco. 583 O'Onofrlo DrIve. Madison. WI 53719. 81 BU1lJ)lNG SUPPLY me, Job Truss Truss Type QIy p~ 12614 E2 COMMON . Cascade Cont(12614) I 1 Job Re~nce (op_~ 6.200 sJan21 2005 Mi'Tek Indusbies,lnc. lhuMar3113:26:43 2005 Page 1 The T~ Co., SumnerV\A I Eugene OR ;'4,,/ 14.., 7-<>5 7-6-5 14-<>3 6-11~13 21-6-<) 6-11-13 ?8-'i-13 6-11-13 3~11 6-11-13 .""'" 7-6-5 5x7= ScaIe=1:n.a j 6..00 fi2 ., 4x6 -;:::;- 4x6 .:::- M 2 ';'1 6V-' 5x7= 10, ., M I~ 1. 3x4 ;;:; 15 14 3x6= 3x4 ::::; 13 12 3x4 ::: 3x6= " 3x4= 5x7 = 6-11-2 17-3-11 6-11-2 8-4-10 Plate Offsets (X. V): 12:Q..1-11.Edael. r10:D-1-11,Edgel 2!H\.S 8-4-10 34-<1-1. 8-4-10 .... ..... . . ..... . . . - . .. &1111-2 . . . .. _ _AA .__. LOADING (psi) TCll 25,0 TCDl 15.0 BelL 0.0 BCDl 7,0 SPACING 2-0-0 Plates Increase 1.15 lumberlncrease 1.15 Rep Stress Incr YES Code IRC2003fTP12002 CSI TC 0.65 BC 1,00 we 0.72 (Malrix) DEFL Veri(ll) Veri(TL) Horz(TL) in (Ioc) 0,3913-14 ..Q.6313-14 0,23 10 . . . Ud PLAlES... GRIP .. 360 . . MT20 . 1851148...... 240 .. .. .. a. . ... .... nta .. .. .... .. ~..:Wejght:182Ib . .. .... -. " . .... Structural wood sheatl\iIl~ 8i'~y app"..." ll-O-O oc purlins, Rigid ceiling directly 311I'1iM.. .. . :....: ' 1 Row at midpt 5-14,6-14, 6.1!3. 1.1:' .... .. . Vdefl >999 >811 nla WMBER TOP CHORD 2 X 4 HF No,2 .Excepi' T1 2 X4 HF 1650F 1.5E. T3 2 X4 HF 1650F 1,5E BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF/SPF SludlSTD BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=2127/0-5-8.10=1997/Mechanical Max Horz2=30(load case 3} . _ , Max Uplift2=-842(loadcase 3), 10=-nS(load case 3) " FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 1-2=0147, 2-3=-3795/1439. 3-4~3578/1460. 4-5=-3448/1487, 5-6~2735/1199, 6-7~2736/1200. 7-8~346811500. 6-9=-3599/1472, 9-10=-3815/1450 BOT CHORD 2-16=-121013258,15-16=-90812630,14-15=-90812630, 13-14=.609/1994. 12-13~91112ti34. 11-12=-91112ti34. 10-11~122313279 WEBS 3-16=-489/176. 5-16~3921755. 5-14=-846/345. 6-14=487/969, 6-13=-489/973, 7-13=-853/349. 7-11=-l05l7n, 9-11 ~500l182 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02: 85mph; h=25n: TCDl=4.8psf; BCDl=4,2pst, CaI"lJOlY II: Exp B: enclosed: C-C Exlerior(2): cantilever len and right exposed: end vertical left and right "-,,.....u--....; porch left and right exposed; Lumber DOl=1.33 plate grip DOl=1.33. 3) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. S) Refer to girder(s) for truss to truss ..........~........ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 Ib upUft at joint 2 and 778 Ib uplift at joint 10. ' 7) This truss is designed in acconlance with the 2003 International Residential Code sections R502.11,1 and RB02,1 0,2 and I EXPIRATION DATE'. 12/31/06 referenced standard ANSVTPI1: 8) This truss is designed for a aeep factor of 1.25, whtdlls used to calculate the total load deflection. The building designer. shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard MAP. 3 ) 2005 - a.. A WARNING - VERIFY DE51GN PARAMETERS AND READ All NOTES ON THIS AND tRUSS DRAWING NOTES BEFORE USE, Designvolld 'Ot use oriyv.Mh MlTek COMeCfcn This'design Is based onvupon _......v'v'.. shown. and is lor anh::ivldual bu8dIng _..,.._,...." to belnsfa!ledond loaded vertk:olIy, A...,...::~_:'=:, of design pofClTleIBfSond proper lncorporoHonof ~~".......',,'" ,. is '''_~'___'r of bliIdIog desIgneI.not truss designer. Bracr.g shown is tOt lateral wopon of individual web members onty. Addittonol .~..,.......,...., bracing 10 insure stobllity duIng construction Is rhe responslblllfy of rhe eraclOf. AdCitIOnol permanent brac~ of 1he overol structure is the r9SpOn$iblllty 0' the buik:fng designer, FOf general guidance regarding L..,:__;;.". QUOllIy control. stOfoge. delivery. erection and braCIng. consult QSHl8 Quality Standard. osa.a9 Bractng Specification. and H1B-91 HondlJng Installing and Broclng Racc......~, .~~.~,. a\laUable from Truss Plate INtiMe. 563 D'Ooolrlo DrIve, Moi:itsoI\ WI 53719, ~ theu.,"'~co. & BUILDING SUPPLY INC. Job Truss Truss Type 12614 COMMON I~ 1 . Job ~t",.~.... "..-.' (optiDnall 6.200 s Jan 21 2005 MITek Industries., lnc. Thu Mar 31 13:26:45 2005 Page 1 Ply Cascade Conl(12614) E3 The Truss Co., Sumner WA I Eugene OR ;,-4",/ 1-4-<) 7-<1-5 7-8-5 10\-6-3 6-11-13 21-6-0 6-1H3 28-6-13 6-11.13 J5.5.11 6-11.13 5x7= 6 6,00 [12 30<6'" j M 2 ~~.. 5x7 = 17 ""'= 16 15 30<6 = 3x4 = 14 13 3x4 = 30<6 = 'R.11.? '7...."\-11 ''''''-5 ......'0 :W~14 ......'0 8--11-2 8-4-10 Plate Offsets}X.Y\: j2:lJ.1-10.EdlLel.jl0:lJ.l-10.EdQel ...... 43-O-<l 7-8-5 t'-4~ 1-4-0 Scale'" 1:78.7 30<6'" '2 3x4= I. M 1'It tl1i"::::, 0 5x7= ..,. ..... . . -11:... ...... . . . . 43-O-<l -\,\'-:2 : -.-- - LOADING (psI) SPACING 2-0-0 CSI DEFL in (Ioe) VdeO Ud PLATE$: . TCll 25,0 Plates Increase 1.15 TC 0,80 Vert(ll) 0.3814-15 >999 360 MT20 . TCDl 15,0 lumber lnaease 1.15 BC 0,93 Vert(Tl]' -<),62 14-15 >817 240. . . . . . BelL 0,0 Rep Stress lncr YES WB 0,70 Horz(Tl) 0,23 ,10 nla nfa ..- . . . . BCDl 7,0 Code IRC2003ITPI2OO2 ' (Matrix) ...' .! Weight~f84'~ ... ...... ...-.- GRIP .... 1851148 ...... . . .. .. .... LUMBER TOP CHORD 2 X 4 HF No,2 'Excepl' Tl 2X' HF 1650F 1.5E. Tl 2 X4 HF 1650F 1,5E BOT CHORD 2 X, HF No,2 WEBS 2 X 4 HF/SPF SludlSTD BRACING TOP CHORD BOT CHORD WEBS .. . .... . Slructural wood she!"'~~!i!edJy a",,~ed.'l~-O-O oe puftiM,. Rigid ceiling directlYN~lie~ ~r 2-0-0 oc ~racing. . . . .. . 1 Row at midpl 5-15. 6-15,"~14:'-'4 . ~.... .. . REACTIONS (Ib/size) 2=21241lJ.5-8,10=21241Mechanical , Max Uplifl2--'ll4O(load case 3~ 1 ~(Ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0147. 2.3~3788/1435, 3-4~3571/1457. 4-5=-3442/1484. 5-6~272911196. 6-7~272911196. 7-8=-3442/1484, 8-9=-3571/1457. 9-10~378811435. 1lJ.ll=0/47 BOT CHORD 2.17~ 1177/3252. 16-17=-875/2625, 15-16=-875/2625. 14-15=-576/1989. 13-14=-875/2625. 12.13=-87512625, 1lJ.12~117713252 ' WEBS 3.17=4891176. 5-17~3921754, 5-15=-846/345, 6-15=-4861968. 6-14=4861968. 7.14=-846/345. 7-12=-392/754. 9-12=-4891176 NDTES 1) Unbalanced roof live loads have been ......................... for this design. 2) Wind: ASCE 7-02; 85mph; h=25tt TCDl=4,8ps1; BCDl=4,2psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed; end ver1Icalleftand right exposed; porch left and right exposed; lumber DOl=1 ,33 plale grip DDl=I,33. 3) This truss has been designed fora 10.0 psfbottom chord live load .................Jrrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Refer to glrder(s) for truss to truss conneclions. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 840 Ib uplift at joint 2 and 840 lb uplift al join110. 7) This truss is designed in accordance with the 2003lnlernational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI1. 8) This truss is designed for a creep factor of 1.25. which is used to calculate the total load deflection. The building designer shall verify that this parameter filS with the intended use of this component. lOAD CASE(S) Slandard ~ I EXPIRATION DATE: 12/31/06 \\liAR ~ 1 2005 t~::~::~E:~;:::~~~:~~::NGO==~_~.~.:==D=D;==~~~':~'~~Obeilst~<mOOded ~ vertically, AppIcobllily of design parameters and proper ~ .__'.._' _n_" Of ....... ........... ",.... Is lesp:mslbl5fy 01 bulIding designel- not truss designer. BracIng shown is fOf 1of9l0l support ollndMdual web members only. AdditionoI._....._,_" brodng 10 Insue stObllity dumg constJuCllon Is t1le responsiblllfy 01 me 8lec10l. Addtional permanent .., bracing of the overaU struclure is the t9$pOl"lSibllity of t1le building designer, For general guidance raga-ding l........,......,,'" ~ quoIIty control storage. delivery. Elfecllon and th bracing. consult QST-88 Quality Standard, DS8-89 BJocing ~......,............~ and HIB-91 Handling tnstoll&1g and Bracing RecOIn. .,..., ,__.._., available from TI1JSS Plale Inslllute. e.& AU.:h)CO. 583 D'Onofrio Drtve. Madison. WI 53719. & BUILDING SUPPLY INe. Job Truss Truss Type Qty P~ Cascade conl(12614) 12614 EGE CAl HIP The Truss Co.. Sumnery..~/EugeneOR Job Reference loctlonall 6.20Q s Jan 21 2005 M1Tek Industnes.lnc.. Thu Mar 3113:26:49 2005 Page 1 1'-4~ 14<> 13-11-8 13-11-8 29.{).8 15-1-0 434<> 13-11-8' ~-+1l 1-4.() ScaIe"'1:79.3 5x5= 5x7~ 6.00112 13 14 15 16 17 18 19 20 21 22 23 12;:1"', ~ [ 95 OS OS OS OS OS OS' OS OS OS OS 24"~~ '0_"" 29 OS" 1 '..:.:::::-:- 30 S 2S' 3 -....::::, 5 45 15 S 31 3x6-::::- ~ N '- e . << 1j"C: ,,''': ...<' 7 6 .~..'IIf'I1tY'.~.... M 2 ;g~' 3><5= ,~ .(: , <> ~-VQI;, frl 56 65 64 63 62 61 60 595857 56 55 54 3>6= " - _:_,l3..... 53 52 51 50 49' 48 47 46 45 44 43 42 41 40 39 36 37 3><6= 13-11-8 13-11-8 Plale Offsets III YI: 14:()'2-6,Edn%l25:()'2-3_()'2-8L 29.{).8 15-1"() ....43-Q.Q .. . '3--11-8. .. .. . ..... . . ...... I ...... . . ...... BOT CHORD . Ud PlATEr. . 180 MT20 . 80.. .. nlae..l: ... .. e... Weight~!7~1! -..- , .- It... . Structural wood sheitlliJI. tlitectly 8Ptillied or~ oc pufliM',. exre~ .. .~.. ...... 2..o-oocpurlins(6--Q!(frOOx~):13-25. . ... . . Rigid ceiling directly applied or 10-0-(7~l!ra"ng. .... ~oc) 36 36 35 I/dell nlr nlr nla ...... GRIP ..... 185/148 ...... . . .. .. LOADING (ps1) Tell 25,0 TCDl 15,0 BCll 0,0 BCDl 7,0 SPACING 241l Plates Increase 1 .15 lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 CSI TC 0,20 BC 0,06 WB 0.11 (Matrix) DEFl in Vert(Ll) -().O1 Vart(TL) .(),01 Horz(TL) 0.01 .... LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X <I HF No,2 OTHERS 2 X 4 HFISPF StudlSTD BRACING TOP CHORD REACTIONS (lblsi2e) 2=25014J.().(), 67=196143.().(), 66=100l4J.().(), 65=13014341l, 64=12514J.().(), 63=125143-().{), 62=12514J.().(), 61=12514J..().(). 60=126/43-().{), 59=12214341l, 57=124/43'()'(), 56=126143.().(), 55=12514J.().(), 54=125143-().{). 53=125143.().(), 52=12514J..().(), 51=125143-().{). 50=125143-().{), 49=126/43-().{), 48=12614J..()'(), 46=112143.().(), 45=123143-().{), 44=139/43-0-0, 43=123143'()'(), 42=12514J.().(), 41=126/43-().{), 40=124/43-0,0, 39=134143'()'(), 38=8214341l, 37=23314341l, 35=256143-().{) Max Uplifl2---ll3(load case 3), 67~19(load case 3), 66~33(load casa 3), 65~25(load case 3), 64=-27(load case 3~ 63=-26(load case 3), 62=-27(load case 3), 61 =,28(load case 3), 6O=-28(load case 3), 56=-17(load case 3), 55=-14(load case 3), 54=-13(load case 3), 53=-14(load case 3), 52=-14(Joad case 3), 51~14{1oad case 3), 50=,13~oad case 3), 49~13~oad case 3), 48=-18(load case 3), 46=-6(load case 3~ 44=-22(load case 3), 43~29(load case 3), 42~27(load case 3), 41=-26(load case 3), 4O=-27(load case 3), 39=-25(load case 3), 38=-30(load case 3), 37=-28(load case 3), 35=-64(load case 3) Max Grav2=25O(1oad case 1), 67=196(ioad case 4), 66=100(load case 4), 65=130(load case 1), 64=125(load ' case 1), 63=125(load case 4), 62=125(load case 4), 61 =125(load case 1), 60=126(load case 1), 59=122(load case 4), 57=124(load case 4), 56=127(load case 5}. 55=125(load case 1), 54=125(load case 4~ 53=125(load case 5), 52=125(load case 5), 51=125(load case 4), 5O=125(load case 5), 49=126(1oad case 5), 48=128(load case 4), 46=114(load case 4), 45=124(load case 5), 44=139{load case 5), 43=123(load case 1), 42=125(load casa 5), 41=128(load case 5), 40=124(load case 1), 39=134(1oad case 1), 38=82~oad case 5), 37=233(load case 5), 35=256~oad case 1) I eXPIRATION DATE: 12/31106 MAR 3 1 2005 Continued on page 2 - A WARNING - VERIFY DESIGN PARAMmRS AND READ All NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE, Deslgn void fa use only with Ml1eIc comactors, nlts design Is based only ~ parameters shovm. and is for 00 individual buiding component to be Installed and looc1ed vertlcally. A....~__~_" of design '"'......."..,..,~ and propel inCorporatiOn of component Is ,~_. ,.:.....~" of building designer, not IIUSS designer. BfOClng shown is for lateral support of Indlvlduol web members CItft, Addltlonollemporary bracing to insure stobllity during construction is the responsibility of the erector. Addiflonol ,......,"~.,....t bracing of the overOU structura Is Ih& responsibiIlty of the building designer. For general guidance regarding fabrication. quality controL storage. delivery. erection and broclrog. consult QST-88 Quotlty Sfondad. [)S8.89 Bracing Specification, and HIB-91 Handling InstoIIIng and Bracing Recorr~,,-,-. ,..;_.,_" ovoiIobIe from TIUSS PIota INtiMa,. 583 D'Qnoh1o Drive, Mocison. lNl53719. A theTRUSSco. & BUILDING SUPPLY me, Job 'Truss 12614 EH ITruss Type GAl HIP I~ IP~ ,ICascadeeonl('26141 ,Job Reference (optional' 6.200 s Jan 21 2005 MlTek Industries. Inc.. Thu Mar3113:26:51 2005 Page 1 The Truss Co,. SumnerWAI Eugene OR :'''1 1-4.() <>9-13 <>9-13 1M.' s.3-5 16-7~ s.&6 1~':'-3 2."'-0 ()..3.11 4-6-13 1fU\.13 26.4-8 31.10-14 " 4-6-13 ()..3-11 s.&6 37-2-3 s.3-5 4J.<l.<l 5-9--13 Scale = 1:78.6 5><5<> ~ ~ 6.00 rT2 3odl= 5><5" . ~ ~ ~ ~ t 2 ~ ....= 19 3<4= 1. 4x6= 17 3odl= 1. 2x4 II 1. :wI= 1. 4x6= 13 3x4= --Oil """= !~1- o 6-5-7 16-7..a 2."'-0 4-10-8 26-4-8 4-10-8 ~-6-9 6--2-' ~'... -', . . . . 4J.<).() ..~"! ..... . . ...~.. ...... 8-5-7 8--2-' ~Iate Offsets {It YI: 12:0-3-11.EdQ81. 112:0-3-11.Edael ( .-.!..I..J .. LOADING (psn TCLL 25,0 TCDL 15,0 BelL 0,0 BCDL 7,0 SPACING 2-(}'() . Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Iocr YES COOe IRC2003/TP12002 CSI TC 0,64 BC 0,90 we 0,88 (M9mx) DEFL Vert(U) Vert(TL) Horz(Tl) in DOC) 0,3617..9 ,(),59.7.19 0.25 12 ...... GRIP . . 1851148 .. ...... .. .. Weig,*413~~ .... ........... .... . . . .. . SlnI:Iural wood sh~clly a~iM ~r,2.1.3 oc ~...w... except .. .... 2.()'o oc put1ins (3-:t-'f5 ~~x.): 6-8, . ... Rigid ceiling directly applied or 4-g..1II oct.lrating. 1 Row at midpt 7-17,7-15 .. . , IIdefl >999 >860 nla u3 360 240. . n/:.f... : PLATESt MT20 e:. LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 WEBS 2 X 4 HF/SPF Stud/Sm WEDGE Lefl: 2 X 4 HFSPF Stud/STD, Right: 2 X 4 HFSPF Stud/Sm BRACING TOP CHORD BOT CHORD WEBS ...... . . .... REACTIONS (Ib/size) 2=2127/()'5-8, .2=1997/()'5-8 Max Harz 2=30(load case 3) _ . Max Uplift2=-831(load case 3), 12=-767Qoad case 3} FORCES, (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1.2=0/47. 2.3~364411431. 3-4=-3545/1407. 4-5~344SI1419. 5-6=.282311147, 6-7~246211066, 7.a~246411067, 8-9=.282611148. 9-10=.346811432; '()'1'~3567114'1. 11,'2~3870/1446 BOT CHORD 2.19=-121513315,18-19=-.02.12909.17.18=-102.12909. '6-17=-857/2593. 15-16=-85712593. 14-15=..026f.29'8. '3-14~1026f.2918. 12.13="123113343 WEBS 3..9=-3441123,5-'9=-254/431, 5-.7=-671/307, 6-17~3991795. 7.17=-454181. 7,16=-55I1'fl, 7.15~0178, 8-15=-399/795,9-'5=-<;80/312.9-13="266/439,11.13=.358/132 NOTES 1) Unbalanced roof live loads have been ................... for this design. 2) Wind: ASCE 7.Q2; 85mph; h=25ft; TCDL=4,8psf; BCDL=4,2pst, Category II; Exp B; encloeed; c;..c Exterior(2); cantilever left and rtght exposed; end verticalteft and rtght exposed; pon:h left and rtght exposed; Lumber DOL=..33plate grip DOL=,,33, 3) Provide adequate drainage to prevent water ponding. 4) This'truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831.lb uplift at joint 2 and 767 Ib ' 7) ~h:~ l~~~~ ~:~igned In accordance with the 2003 Intemational Residential Code sectioos R502,1'.' ald R8Q2,1 0.2 and I EXPIAA TION DATE: 12/31/06 referenced standard ANSVTPI1. 8) This truss is designed for a creep fadorof 1.25. which is used to calculate the total load deflection. The building designer '\AAR '> \ 2005 shall vertfy that this parameter fils with the intended usa of this component. lVl ", J ^ " LOAD CASEIS) Standard 1il."\NI1il A WARNING - VERIFY DESIGN PARAMETERS AND READ All NOTES ON rnlS AND TRUSS DRAWING NOTES WORE USE. Design valid tOf use Ol'tf with MfTBIt ComectOlS. TNs design is based rxty upon paaneten; shown. ald Is lor an il"dvldlQ blA:Ing _~'<._.. __.11 to be instoIled and loaded vertk::cdy. ~...--~:.." 01 de:ijgn ...__.....,..,~ancI proper ~.__...._,_.,_" ofc_"...._,'w,,, Is. ._.""'~_'I of buildlngdoslgner-nottnsdesignef. Bracing shown is fOl" lateral suppor1 of indMduoI web members oAr, Addltlonol tempOfl:ll'Y Ixocing to lllSU"e stability during construction is the ''',.. w_~'~,_. of the erector, Additional.............,,"'..! brocing of the overol structure is the lesponsIbiily of the buik:Jng designer. fOI general guidance legcnfng '_._n_.. quoIty control. stOloge. delvefY. election ond brocIng. consult QST-88 QuoBty SIoodad. 0S8-S9 Brocing 5Pecificotlon. and HJB-91 HondJIng Installing and Broc;t)g Rae _ ". _.. . 0V0lI0b/8 from T/U$S Plate InstiMe, 583 D'Onofrio Dflve. Modlson. Wl53719. ~ theTRUSSco. 81 BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply Cascade COnl(12614) Job Refe","",,!oO?ti<>nan ~' 6.200 s Jan 21 2005 MiTek Industries, Inc. Thu Mar 31 13:26:522005 Page 1 12614 FGE GABlE The Truss Co.. Sumner ,^A I Eugene OR -1-4-0 1-4.0 '""" '""" 9-4.() 4-8.() 1""'l 1-4.0 ""'= Scale: 1:22,4 ~ s 8.00 f12 . J " ..e.. \.:.. . Plate Offsets IX. Yl: J5:0-2-o.Edo~1 ...... 9-4.() 9-4.() . . .. . CSI DEFL in (Ioc) Vdefl Ud TC 0.20 Vert(LL) -o.Q1 9 nlr 180.. : .. . BC 0.04 Vert(TL) -o.Q1 9 nlr 80 . WB 0,04 Hon(TL) 0.00 8 nla nJa.. . '.. (Ma1rIx) . . .. >. ..... . . .. , >. ... ...... . . .. LOADING (pst) TCLL 25,0 TCDL 15,0 Bell 0,0 BCDL 7,0 SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep StresS Incr NO Code IRC2003lTPI2002 - , . .. PLATES.. 'GRIP .... MT20 185/148 . . . .... ...... . .i .. .... . . Weight~1! ...... LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No,2 OTHERS 2 X 4 HFISPF StudlSTD BRACING TOP CHORD BOT CHORD . .. .... Slructural wood sheathing directly appr.~ or A-o-o oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS Oblsize) 2=256J9.4-o, 8=25619-4-0, 13=197/9-4-0. 12=9319-4-Q,11=93/9-4-o, 10=19719-4-0 Max Uplift2~9(load case 3), 8~9(load case 3), 13~33Qoad case 3), 10=-33(load case 3) Max Grav2=256(load case 1), 8=256~oad case 1), 13=198(load case 4), 12=93(load case 1), 11=93(load case 1) . 10=198(load case 5) FORCES (Ib).. Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-3=-86/41,3-4=-60/47,4-5=-43/48, 5-6=-43148, 6-7~0/47, 7-8=-86/41. 6-9=0/57 BOT CHORD 2-13=0/67,12-13=0/67,11-12=0/67,10-11=0/67,8-10--0/67' WEBS 3-13=-171/64.4-12=-76/0. 6-11=-761ll. 7-10=-171/64 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. Fer studs eXposed to wind (normal to the face). see MiT ek .Standard Gable End Delair 3) This truss has been designed for a 10.0 psf bottom d10rd live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method When this truss Is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) Provide mechanical connection (by others) of truss to beartng plate capable of withsternling 691b uplift al joint 2, 69 Ib uplift aljoint 8, 331b uplift at joint 13 and 33lb uplift aljoint10. ' 8) This truss is designed in o_,~,_ with the 20OJlntemalional Residential Code sections R502,11,1 and R802,10,2 and referenced standard ANSVfPI1. 9) This truss is designed for a creep fador of 1.25, wtich is used to caJcufate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this .... '.....,.-.... I EXPIRATION DATE: 12/31/06 LOAD CASEIS) ,Standard MAR a 1 2005 A WARNING - VERIFY DESIGN _mIlS AND READ All NOlES ON THIS AND 111USS DIlAWlNG NOTES BEFORE USE, DesIgn 'ICJ!Id 101 use orly with MlTek ................,...._ Thlsde$lgnlstXlSEld<<"fl.fJOO pcxanefeQ ShOwn. cn::i Is 101 on ndMduaIt::MJlIcIng __...,..._.'...,.. to be Instoled and Iooded vertlcaly, AppIcobilly of design ..__n~."".~ end proper ..'..w,..w._,'.., of __"'.._.__ bresponslblly 01 building designer _ not tnJss designer. Btodng shown is for Icrterol support of indMduoI web membet$ onI'{, Adc:IfioncI femporory brocro 10 nue sIdlIIly CUing construction is the ."'.,....'......""'1' of the erector. Addltionol...'"""'~''''''' bracing of the overol structure is !he (~Iy of the bulIding desisp:w. For general Q\JiClCJ"ICe regarding ...............,.""~ QU08:ty control. storage, delivery. erection and br~ con5lJl QST-88 QuoIify Standad. D58-89 8rocIng Specllicotkn end HJB.91 Ha1cIhg /nsl00'lg and Bracing RecomrnendaOOn 0Y0I0bIe from Truss Plate /nsftfufe. 583 D'Ono1rIoOrtve. MadIson. Vv'I53719. ~j theTRUSSco, &- BUIlJJING SUPPLY INC. 1:~'4:: The Truss Co.. SumnerWAI Eugene OR IT russ T YO" COMMON II QIy Ply Cascade Coot.(12614) } "'\ , 2 ,JobR..........'OJ!till!la!) , 6,2(1) s Jan 21 2005 MlTek Industries, Inc. 100 Mar3113:26:54 2005 Page 1 4.a.<l 4.a.<l 94-0 4.a.<l 4x4 II Sl3e "1:21.4 2 ~ - ~ 5x7= 8,00 f12 Wl . . , B' 4 4x10 II .... . . . . ..... . . ..... ...... ...... . . .. 4.a.<l 4.a.<l Plate Offsets fXoYl: "11:lJ...3..8.0-1~14l 12:0-1-8.0-2-01, C3:0-3-8.0-1-141. f4:0-7-4.0:2-01 94-0 4.a.<l . .J ... . ...... . . .. . . ...... --- .. . . i ........ PLA~ ..GRIP .... MT20 185/148 . . . .... LOADING (psD TCLL 25,0 TCOL 15,0 BelL 0.0 BCDL 7,0 SPACING 2-0-0 Plales IncreasB 1.15 lumber Increase 1.15 Rep Stress Iocr NO Code IRC2003ffPI2002 CSI TC 0,30 BC 0.79 we 1,00 (Mabix) DEFL Vert(LL) Vert[TL) Horz(Tl) in 0,04 .;J,08 0.01 (Ioc) 4 4 3 IIdefl >999 >999 nla .. . Ud 36ft-:-': 240 .. nIa..... . . .. .t .... . . Weight!!flft ...... WMBER TOP CHORO 2 X 4 HF No,2 BOT CHORD 2 X 10 OF No.2 WEBS 2 X4 HF Slud BRACING TOP CHORD BOT CHORD . .. .... .. . Slruclural wood sheathing directJy applied or 4-11-11 oc purtins, Rigid ceiling dilectty applied or 1().()..() ex: bracing. REACTIONS ~b1size) ,1=5298/0-5-8,3=5298/0'5-8 'MaX-Upliftl~2492lload case 3l:3:..2492(load case 3) FORCES (Ib) ~ Maximum Compression/Maximum Tension TOP CHORD 1-2~529912476, 2-3~529912476 BOT CHORD 1-4~2024/4376. 3-4=-2024/4376 WEBS 2-4~2603I5338 NOTES 110) 1) 2-ply truss (0 be connected logetherwith tad Common(.148"x3i Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at o.g..o oc. Bottom chords __..,.._..d as follows: 2 X 10 - 2 rtWiS at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at o.g..o oc. 2) All loads are considered equally applied to all plies, except If noted as fronl (F) or back (B) face in the LOAD CASE(S) section. Ply to ply coonectlons have been provided to distribute only loads noted as (F) or (B), unless othelWise indimted. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.;J2; 85mph; h=25ft; TCDL=4,8psf; BCDL=4,2pst; Calegory II; Exp B; endosed; C-C Exlerior(2); canlill!Yer left and rtghl exposed ; end vertical left and right exposed; porch left and righl exposed; Lumber DOL=1.33 plate grip DOL=l.33, 5) This truss has been _....:.,...."'_ for 8 10.0 pst bottom chord live load .,_..............Jrrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2492 Ib uplift al joinl1 and 2492 Ib uplift at joint 3, 6) This truss Is designed in accordance with the 2003 Intematlonal Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSVTPI1. 9) This truss is designed for a creep facloral 1,25, which Is used 10 calculale the tOlat load deftecllon, The building designer I EXPIRATION DATE: 12/31/06 shall verify thallhis parameter fits with the intended use of this .._....._........ 10) Trusses IntBrsecting al joints 24' DC to be connected with MSH29 or equivalent. Follow MSH29 Installallon l,nAR ~ 1 2005 recommendations for hanger connection. .. ,V! 0 !:Q~IMiM~IWa~ A WARNING - VERIFY OESIGN PARAMETERS AND IlEAD All NOllOS ON THIS AND TRUSS DRAWING NOllOS 8EFORE USE" DesIgn vcdd fOfuseonlywtlhMJek _._ L_~_'_,_ TNsdesigl is based orIv upon paranetoo;shown. end Is form IndMduoI buIc:Jng ~_..,.._,,_,.. to be i"lSfdtedcndbXJed vertfCOfly, AppIcob&ItyOf designpcrometeBOld proper 1'1c-'.._._n_, of ~._ _,."_ ~_ _, Isresponsibllty of bUik:ting desigler. not truss designer, Broci1g shown is lor lateral support of ndMduaI web member1 only, Additional ..0.......___, brocng to insue stoblltydl.mg constructfon is the responsibility ot the erector. AdcIIionaI.......,....,'~". broclng of the Overall stlUCture is !he I........... _;Y ot the building designer, For general guidance regordi'lg j...........u,"-', ~ quality control storoge. deIvety. erection and brocing. corlSlit QST-88 QuoIifyStcndad. DSB--89 Brodng SpeclfIcollon. and Hla.91 HcndIing Install!ng and Brocing Rec.....n".."~_,._.. ovoiIcble from Truss P\ate hstitufe. 583 D'Onotrto Drive. ModIson.'W153719. . A.. the&AU,),)CO. 6: BtJILDING SlIPPLY INC. ,y'1; i . , ' ~CUT VEi<T.....2-:r _ " '. l~/ 1AJ.r.:=" A-' "'~~'}J 'C;;il'N\\hl~ ..--:-::....'.c?1 -..ror':- ~ '... ,-''':: , .~ '....::'~ \"":': ;." '.' ,,, --.! 1 1./ ,_ , ..../.....-\--rrt~a~ , ;vIA;, I /'Il i.J M I. ,/:,,'l~tj,Y ". ~t:J'!./~~;1 ;' .:-\ '.' - ""''',lc- .,,/ ~I l p~"~' "'12, -:, \ i~lJ?1ji)'\1 .. \ \. V~JJ'JV v:f__1 \ " ./ J ~I- '-... f:Y' " .I 'c.'" ". ;.O~ ~ JOO 1l1JSS .. . iU1y \ Ply I \', i ~{;~ ':3.; zi I I I " I russ j ype GABLE. 0 TRUSS SEE DETAIL & NOTES BELOwl FOR FIELD MODIFICATION dFi TRUSS FOR VENT OPENING, I '"" ~' ; n~t)"I~" ' - 1/ ,+ I ~'-.. '~d-I; r J I I, , I . ,1 II '->.,., / ,>Iv i I ii' 'R )If' II II 'I ti-<l I jl I II 1 II ., II ~ 1.-.i,1;...; 1: tl- ::' a ";1" , '";3' .~ ~)<';()<;<'~'<.,XX;<,;'...f<;-( y,?,;-<;,;<.;,;< ,'<v<';-:';t;<;(.~(Y.,. ttfL ,l~ II ' 'I lal t I~ S iJ '" _ IJ .:,,;< )(;< X}':;<X;<)<;<";0'G<';<X.x;<x.;<;-<;<';<x;< > ,,- TRu,s [lLAT[ ~<- 10 RENI,AIN -- l~ I --__ , ______............... ____.--J~.............. ------ ~ /, " .------ ~ - ..----....------........... ~ '~--:'--dj' i i " ' ,/ I ! ~~;N.IL.J'~ ---':1 Y, j./ i 1 \'"----/ : ,/ ! I , . I I ' RoUe, H .... . . . . .... . .. .. . ...... . . ... . . . . .. .. . . . . .. .. .. ...... . . , .. .... ...... . . ;?'.{4- L;."-.~~ .... -F1""I\l'."'f\I-:' (-PI'?'. . ... K/IP.tl j(;: .' .j....: Ol=t=.,I-.....},NG i , . , ! ~\ 24 fe. ~ ~.~;.:P. y " , " ;>< .:-i- i " , '--~\'~ 1. {o.'-o:: NOTES 1) MODIFICATION DETAIL SHOWN IS APPLICABLE ONLY FOR THE' FOLLOWING CONDITIONS: a) 25 psf MAXIMUM SNOW LOAD b) 80 mph EXPOSURE B WINO c) BOTTOM CHORD OF TRUSS TO BE CONTINUOUSLY SUPPORTED. 2) M.AXIMUM ROUGH OPENING SIZE 24" x 24" t ~JpJl"':--. !........ .nC::::. 12/31 i02 JAN 2 3 2002 i I ,/1 J ..... . . ..... ...... . . .. ......\' . . "I ..... . . . .. .. 'I .....1 ......1 ......\ . .1 . ... - i I , i i ! i 1......' ._.""I!J.-"'.'.ill'kJ!o.L...~..u'l"""'.'I.L--Ll'I.w;I'III~.,:O....MAr....I..i..I. . ,,- . , .,~~" . M"~' ~ ".~, ._,~ ,~_~. . .. '"," JI;l----'- ,- ..i. WARNING - VERIFY DESIGN PARAMEiERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. DeslQll vo:id tor use onry with MJTeIc ......,.,,,.....,:1. i'hisdsSlQl'lIS basea oniyIJoon ocrorrt8ten ~ cna IS raonrdviclLl:llOOkt1g _~"_~.'~.n 10 be IUl'atec end IOOOea '-'9lTlcOlly, .'\Qollcaorltv or oe.si<JllXll"amet811 <n::I orooElf inc....""tOO(arIon Of comoonenT IS ,_"-_ __=: or tuItJnQ oesqner. f'lOllruss ceQner. ~ocirJ:;I SlOWO l$ fOlloreKI >UO:<)IT Of IncNidUQI wea memoen onIv. AddlticnCJl temoOl'OlV blocing TO insu"e SJObfitv 0IJ1I"IQ _~,_._, .,w:._, is !he teSDOnSiJ!Ity of the etec:Of, .:.dlmIOnOf Dermonent 0f00IlQ ot the overall strucMe" the fesooruibltv 01 the btJlici!ng ae~. ~ geoetal guiaonce legoroIng tobncc1ion. q.DiV CONliII. SroroQ9, oaive!V, 8r&Cl1On coo tr.:JCII"\Q. cOl'lStArQSf-as QuautyStancoro. ~ 8roc:nq Soeculcanon. me HJ8..91 HO"ldIInQ IrlSJ'CI:lInO cno l!Icx:lnQ ".......,..,..,..............0'1OiIoO!9 f;om rNSS Plots 1nmMe. ;ill O'Onomo Ofl've. Mo~ 1M 53719. A theTRUSSco. .,.. . 1~Inc. ~- ;,...--. Nail ]2" D.C. Tjp. W/IOd Nails Gable Stud '100000 . - 0 0 ~ 'l o 0 0 0 n '10 00 Gable End Brace Detail Where Remliredo*.; 0000 '. - ~. ~o Scale: N..T.S. :: _ 0000 II" 00000 ~:~~' ?'ROF~:g ~:::::,~ ~'\ G\ t~'9r~~ .;;;; , O22PE ~\ J I ^ fA J v!J \1~J ~ PO~1:3101 i EXPIRES 12 1 31 I&"J., I 156 ~~317 ~ -~.~':- 1 -::?' , I .0 I lil' l'a ''I .9 ( : : 00000 OO'JOO 000000 ') ') o. 000'000 'J ') .. "See engineered design drawing for stud bracing required for any given truss, if any. " Brace AU studded gable end truss designs by The Truss Company dated after May 30; 2000 have been designed for a minimum of 80 mph, exposure B wind against the face of the studs even if net so noted, Bracing needed to resist lateral budding is shown aCCOrdingly en each indMdual truss design in the "bracing" sectlon. '(Vertical' studs subject to lateral buckling are also marked with a bracing symbol along the stud on the design drawing,) The above detail is the recommended method of bracing vertical studs whereever continuous. lateral web bracing is not practical. Section A-A S"ca1e : N.T.S. 29336 Airport Road Eugene, OR 97402 (541) 688-8671 FAX: (541) 688-8412 Symbols PLATE LOCATION AND ORIENTATION, 3 .. ~ ~-1 14 I' . { ~ . Center plole on joint unless dimensions indicate olher\vise. Dimensions ore in inches. Apply plales 10 balh sides 01 fruss and securely seat. '" 1p '/.....~ 1"_ ... ? 11' ~ ~ PLATE SIZE 4x4 1"\ . For 4 x 2 orientation, locale plales l/a" from oulside edge of lruss and vertical web. . . This symbol indicales Ihe required direction of slols in connector plales. The first dimension is Ihe widlh pelpendlcular to slots, Second dimension is the lenglh parallel 'oslols, LATERAL BRACING (? BEARING .r- Indlcoles locaf/on of required continuous laleral bracing. Indicolas location of joinls at P- = ~ {WhiCh bearings Isupports) occur, ~ Nvrnb€i'ing $y~hHn ,12 J3 TOi' CHORDS J4 c, C3 I~ /'~~ Y 'A/~'g , ___L_,_~, 0 Cl Ci> I- BOTTOM CHORDS Ja ~o" 2 ~ c. Ji J7 J6 JOlt,Irs AND CHORDS ARE NUMBERED CLOCKWISE AROllHD THE TRUSS SIARlI~IG AT THE LowEST JOINT FARTHESnO THE LEFT. WE8S ARE >lUMBERED FROM LEFT TO RIGHT CONNECTOR PLATE CODE APPROVALS BOC.'" 96-31. 96-67 ICBO SBCCI 3907, 4922 9667,9432A 960022,W.970036-'" .. . . .. ... 561 .... .' . . .. . . . .. . .. .... .. . . . . . . . . . . . . . WiSC/DllHR NER -I~ ek" . . . . .. . ... . . .. .. . .. . ... .. . . ~~--- . . . . . .. . .. ~ .V.V-"':!:I f~V-". . ....... . . .. . .. .. .. . .. ....... ... ....... ... . .. .. .. r;IiTeh ,Engineering Flefel'encp. Sheet: MU-7473 --~-- (. 4A. General Safety Notes. Failure to Follow Could Cause Properly Damage or Persona/Injury . . I, Provide copies 01 Ihis Iruss design to the buHding'designer. erection supervisor, property owner and all <?Iher jnl~resled parties. 2, Cui members 10 bear lighlly ogainsl eoch other, 3. Place plates on each foce or huss o't each joint ond embed fully. Avoid knots and wone at join I locations. 4. Unless olhervvlse no led. locale chord splices 01 'j. panel lenglh It 6" from adjacenl join!.! 5, Unless otherwise noted. moislure contenl of lumber sholl not exceed 19% 01 lime ot fabrication. 6, Unless expressly noted. this design is nol applicable lor use wilh fire retardant or preservolive treated lumber. 7, Camber is a non-structural consideration an~ is the respanSlbilily of Iruss fabricalor. Gener praelice is to camber far dead load defleeli, n, 8. Plaia type. size and localian dimensions shown indicate minimum pIa ling requirements. 9, lumber shali be of the species and size. and, in all respecls. squallo or belfer than the i , grade specified, 10, Top chords musl be sheolhed or purlins provided at spacing shown on design, 11. Bottom chords require laleral bracing 01 10 fl. spacing. or less. if no ceiling is installed. unless olherwise noted. 12, Anchorage and I or load transferring connecllons 10 trusses are the responsibility of olhers unless shown. 13. Do nol overload roof or floor trusses with stocks of construction moleriols. 14. Do nol cui or oller truss member or plote without prior approval of a professional engineer. . . . 15. . , .. . . . . . . Care sho~ld be exercised in handling. erection o,:,!d installalion of frusses, @ '1993 MITek@ Holdings, Inc. -. . . -"'= = ~-:f'r ~ ~ ;. J. )r ~ --- MEMO '" Engineering A DATE: li/7/01 Fage 1 of 'TO". l\ilcrk Champney::: The Trus" Company FRGM:TeITV PcweH, P,E.r princ:pai SJBJEGT: ';Over-Framing:' In res'Oon:S2: to \four QUEstion (e.:Jc:idina Ilover-(ramma' OT trusse5, trusseS may haVE ~LiC:,- , ..' ~ - . .... fr2mel:': .-']\iE;'-7ii:iming ~;3ppi'iEd to a.il (Jr part of the truss length ';JrGviding it is dont!~n .. . ..:.. c:,nfOITnafiC:= \ilJiih the de51gn ~nri L::JnVE:1Iior12! G~DSLructic!1' provislells OT :=;ivisiQ~~.l.:=.nri j\j. . or C;lc:pter 23 .oT the 1997 Uniform Euiiding CDGe. Trl!s:=es must haVE Sh2sthi~g dirE(;:iy . s::!i:::Hed to ~heirtGo choras ~t 2nv ~oc~tjcn wherE ove:-~rcmina is ~o GC:::Jr ~nG thz OV6r- .:. rr~'li1ing is ;:0 have vertic3i pos~c' 2Ktending to eec:, truss beiG~ -2t 41 o.c. rJ~rclit!Cp t~e 'tnJ;!S. : with 3t least 2-"10d c~mmon il8iie.st .22Gh Gonnet--:ion, Sileattiif1l.:Z ',Ti2l.} havE l,cifii.:e-..t tu .... -, . . .. DrGvicE ':ientiicricn. ...... . . .. .. . Sines,S!\!: 9~~~ltp /<J~f;#~}p;;: s,....,_"\ ,,>,',,~~!~)4\~:~q:7'/. ,./ ! '~1)5:J2?E " . ,;,:;;~_,-?,5-... .' .. ,..~~i.I, , '~i!;'-:;~'l .I ~ II }! ,-,~ '-'7f":-:~1:i'<~~.~;f1 ,7 ,\, \}1 / ,.;),- .j,}~ :,(1 'lW .:-..'1. ' ,;\ ;f J . ,~,,' ,"~': l~." ~!~~ _'A'~~V '~'1iPl '..I "~ ,: I,';J\:[:!,'" .i ,'- ,'")"If -'! i il~ ~'i 11 :I~ ;;1>. ...".ii1 1,;' "r.~~~:~;}Y',~'./ \h~!,,:j~\/",' ',,'- .. ~ "!:: .'....,....,,-~,..... '''' .. !fi;:;c~,.,. e_ -.......,... -' :':";"'/' 'I "'"' 4,r..e t\" , :'''''' irIDl- ;:"".=; /" ,,";::~,;~~;~~:~,~~:~,y,,;T;c:p'RE3i :2, , Y' \ 1'- O"...C ,')Co'"I'~'(.) ,:;".'_':0 ; <:::<,~;1~._:3 ' -' I , L. Powe!1. c~ , ,-, 12810 N.E. "!Tl3th 8treer ,.it, 0. :Noodinvliie, !ivA, 98072--3;02 Swie 107 is..E#.;357~ .... . . .... . ... . .. .. . Ii ..... . . ..... ...... . . .. ...... . . .. ...... . . .. .. .... . . . .... ...... . . .... .= =-== -r;- II ''\" J ~~L MENnO -" Engineering'::' ;3UEJE;:1: ! russ web brac:ng l~>"'" ...... .' '"', -r' ,',',..,., "'- .! - ;\''''~'''',.:;;r-~'::'J/i4 'l'~i - .}.., - ......7711(',. ,}~~~l I~~''li- ... '~ 'I. ;,if~ ./ ~ '-./ ... ...:.~ :""'-110' ;, ,4.... ":'~ ' /,.,,,."~.. ,"1J ~'/.. .... f.,.."'X il .' .1::..:.J-i": ; ." " ! 1)' 't"\ i;'" ,1 Li(11J 1 ~J!\ ! '1 / " l{,'ljjl\j~JV \/ \/ J \ ~ . "',:"'Z~:{'~'/i, ! , "'-.' ~G .I'd .//.......2...f!f.-!fl! -------- -- i ~ 1 P~gE 1 Gi ... DA.TE: 215/0- i \"0: The Truss Ccmpany F=;.GiVtTe!'Di FGwe!!: t=.E.. ::irinc:;:El ~ ~::'T;iF:::;=:: ~2! ~~ -; i()~;/ ('Q'lr'lnIlGur:: I-r-r.....; Iwe!J' ;....-~:na ~-e...;.;-I-t,j 'In :;-, J~- ....;r-..~I.,na..:.;~ --r-ul'rr-n "-, f:."t"'''(~ --'Vt=.r fiil '... I .'... ICl .t:". ,:::/ :..Jl C.....; ., :::::::....f-J :""". '=_' ~'...:: ul Clul I t!'"" ,~ i t'~ \:";._ l~ _;....c.. ... "... _':.', ~ru~::s.e~ haVIng matching :fJES !'Jsnerns. The c~ntinuous ~atEfai t;rac2~ ~re -mc€- !i1 'thE ~3iTiE: piEi1e :-::nc ,i'~3n ilot aE oern \Jr warpeo:i 2t ad!2C8!1t Dr intE::nedicT.e {IU~S~= ~iiG 3i"& tc. 0~ "I'-r~,...;! -.;. a_'E '''Er. '~I'ri l-n~-h :in ':':"10 "-e- 'un' e~- -- 'lter. -r.u'r-- :.:ora l"_"'_~ :a-e '~"'r:-;-"""'l~ ;~ 0;::....-.=...: ::=.. ~:l- ''I ....; ;i.U-:~, !:::;"l.:.. I ~!I ,_-=,:;::: ~;w; I :-::: r;: '.. ... ,t:'~ ..-=:= '..~..J ~l::::':....~'::: ~~.: ~........,H.UI\..l....L;_ ~=~e:si tree::: 2i"E to be ::tt;::ched at the 'L'2 pa"int~ 3icng ~he ~Er:gth af'd-:5 WEC'i. V\!here;I;s not DC3sibie to :J~2 continucu~ lateral brcc:nc 03 de:c:-icea soaVE.' thEn 2. "T-2lGc::='-: :TIa\! .be ' '-'. !.!sed tc '-f::pjcc~ up ~o ttlllO "':Giltinucus ig,Ie!Gi braC25. The size aT "T ;=r~C2:' :3 ~o ,Tl5!cii ~he '..veb 5ize being iJrat:2d ~:md i:= to .be :;;rtac~Ed ;~s shown belew, . . .... . . ...... . .. .. . ... . .... . . .... .. .. . . ...... ~.cd /-" '.}-,itH~, ~ "~ ..-.... .~.:~<. .... .. . . ...... ~_/ --, --.-- .... ~ J-~-:.\-_::~~..., ..",' ! J .......... , . i.j :1 J ~ " , , ,~ ] \\ii V(f~-~:,"~lf- S 7"'!.?__. .",...._ --- ~7~j,LS ,Ii .... . . . .. .. . . ....... .. .. .. . . . .. . . ...... . ... . __,.~r" : ... .,../--" . ,..- ~.- -,.-' .,-" ..........- "..... .. . . ....... .--' .. .. . " .... ' / ,.~;....,~:~. I . :"'.,"-::-~, . ' .'.,' . ... " .i".,,'" ,j'...I...... .'"....' ~,;\::~:.~ '::2C';' , C.: ;,J, ~ >...... - -- .......::.';", . ::l" .,}. i' ..... . . ..... ,1 i ... .. l! '..,....,.....''+.. ! I ,;\.<,,;;' """.....&, ./ l' ~..... ''-'-'''>'/, J j 'i<:> ,> ,,__;;< L" ~ l .(/ ,,/ , ". '....i 1// '~..''\. L.l .-- .J /' .I / J / .,.... '\)'1' .~ ,,~'" .'l'~ ~ , ' .r ,.,/ ! 1 ~ 1 '\ ! II \ / \t1,. \, \"JiiJ. ! CllL"'-~ l.~~~:' . ~\JE:5 / / -<\ '!""- r ^l\ ~..., in -- ~i~"\ i:5c :li-{."-r c!(Ac..E IT t:7Ccn ~ J ~~ ;-0.-, i-r'.<..,..;....- Of' TSE #325'1 7 25'fO N.E 17Bth Slreet (425.) ~81-.j601 .;. ~ ,3uitei01 '1//oodinviile. 'iliA. :)80r2-:J7'G2 F;l)( (425) ,481--3371 tnsrnta<gjneros.{...'Cm . ,- .. .. ... .. ROOF RAFTER NAIUNG IGd NAllS_ <COMMON) r SlNGLf Pet I -t- is I RDER -=.:; RooF' DL I ' (~IRDH'<. TC) Srl 8 ,(1 () p~~ o f~r /5 iOi: I ' I~ r ...J r""" 'f~ ...,.:... . --' ?:J..I. , I . . '-~~~ .'" J- C:;ciLH\,U JOlST 1'" J\ 'L' H\'lG' !.':Ilr\~ .~. , 51NGLf Pt:1 blR7Jt,'(, -{r- l"dNJ.\\L5->:~ ' (co"^,",,O"-l) , ' r ,- RAFTl:R. ~ 2.4" D.C. '",- -#"3=12. 'C._G _l..V i.~ ' ./" v- ,~~:- -:-,:,;'1-' 5 NDw LOAD: Z 5" r~t LUMBC-R HF RAFTER QUArJ1/ T! r~j NAILS 2 " Ii L ., ,"'T be;; ...., ...:J 2Xb d.. , 2,,4- " L .t"\'.Ir ''':? L"lO '-' 2""- + "10 CEILlIJG e 21+ "o.e. JOIST (MAX,) LL: DL: HF fOFSr 7 r~f. \ 'E...."'JR~S 1-'" - 1 I jJ -() C ,\ ..... Iv' f\'^,.n?,FTtk. -,PAN ..:..' 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