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Home My WebLink AboutMiscellaneous Plans 2005-8-4 (2) .... MORTIER ENGINEERING, P.c. I/., '~_:1' ~ ~;. ~'~r-4;' n.. ""-,.," ~"'[1\'- \~~~-.J:7 :::r o.~ '~I~,~I~:-~I'I~,.~'_ v~ """1;":1-'0 ~\IJ. !~~,:o~ <'1/ ~, CINE\:,\ STRUCTURAL BUILDING DESIGN . FIRE PROTECTION CODE CONSULTANT' PLAN CHECKING CONSTRUCTION INSPECTION u .' 1245 PEARL STREET EUGENE, OREGON 97401 PHONE (541) 484-9080' FAX (541) 484-6859 TOLL FREE IN OREGON 1-877-661-9959 April 28,2005 Lisa Cole 1454 E St. Springfield, OR 97477 RE: 1454 ESt., Springfield, Engineering Change to Accommodate Existing Construction, WO#16534 As requested by your contractor, a review was made to determine an alternate load path for the back wall of the addition because of existing construction incompatibility with the engineering, Instead of installing gypsum or OSB sheathing to the roof line at the back wall, the front wall may be altered to accommodate higher loads, This will allow the loading from the addition in this direction to be taken to the front wall by rotation, Additional nailing and strapping is required as noted on the next page to allow the front shearwall to carry the greater loads, Thank you for this opportunity to be of service. If you have any questions regarding this report please contact me at (541) 484-9080. Sincerely, Bradley R. Myers, PE TIM/tjm 1/2 l' I( -,- / '.- ~~F.'/. (;;' ,-" -~'cl.r t.;:...;;':r.::::~ --; c. /o'..,:'...T..Sl::r: \~ ,,~/W.I;;;'U__c: '~-G . INn.'" CALCULATIONS CLIENT COLI= SHEET NO. :2- CALCULATED BY Td'M OF 2- DATE If--12..'6I() C; STRUCTURAL BUILDING DESIGN. FIRE PAOTECTlON CODE CONSULTANT. PLAN CHECKlNG CONsmUCTlON INSPECTION CHECKED BY w.o.. .It 5.3lf DATE WAl-l-. L.-./IJE 3 ~ElII6EO TAKI;; LOAD FI\OM LI tJE:S ~ AIJ{) If (,l5~ PIE/<. PESJ&N AT WI ~ POWs "1 ::- SiXl r1f OVT. M =- (2..000"')(7, inS -It); /5) 750 '1l"ft f\C:0, M, =-O'bCilfrlf)CII,6t-ft-Yi;; If-)6EOl<'ff ,-;; OVT. ~,;~' III,.:: 151."" :. 0, K. wi eEAA.I/J~ fUtT~.5 OIJ 1\,13. J1S o SfE:CIFIED ItJ OP-.IGIIJAL r=1J(;.(/Jr;:Gf\/IJG Vw ,;; 2J)OO:/!' '-5;; Iff! PIUI)aIgn (y.. n): y COilED 5T({.AP C5'2.0 of'. THICKEP-. STRAY" ?;~ NAIL-5 wi ('(;) Nt't:I'-S GCACH STRAP E/Jf) AfJQ UJ @ 6"0,[. 4BOVE ~8EW1W W/lJKJOW fJAIL 058 Vl"Dp@ "Y'O,[, {JftNEL I=OGt:s) 12.."o.c, PAWEL FIELP s . UnttSIMar: . Liqth f1f Window: LalfthofAcl,JIccMWaD: Had... DUtaEl: WbIdaw HaIght: 5tnlplMd= llOO~f .It 2.00 ft 7.00 ft 21, 72"'" \j Nt\IL- Tltl:! PART OF srA.A'fJ IVI '00 @ APPR.('~,(,----f' . . . . . , . . . ..' . ., '.,. . \ 'd/~... . C51.0 COI/.--r=/J STRAP OR. THICKE/\ \V/~ !3l-0tKIIJG OR 5TU,05 BEHI/JO C WI" "''J ,,\ ;/ / ,::"'2/ ./ 1245 PEARL 8T, . EUGENE, OREGON 97401 '^ l. EXTH,IOR. ELEV, W / D58 SHEATHWG.- TEL: (541) 484-9080 " ~ 1 j ~ , " ~. . I i ! ~ " L_ 0 C 0 0 0 0 0 0 0 0 u 0 0 0 0 c , 0 0 , - 0 " [) 0 0 , 0 0 0 , .0 0 0 0 , 0 0 0 0 0 0 , 0 0 0 0 0 0 REVISIDNS BY . ( BILL ,.. ....mllj.FEl:lrIClTlCll.1 fiflj'ilI..tIlillOlIIC;NI. OF MATERIAL " w.mllll.taallPrllll I QI'f.1 'lIilll11f i i.'.~''''_''''::;~.1:,'<t';';':ny~r,ri'" '_>-""..~~_:...~~_ _ ~ _. ._ , .~. 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N AND DININGtROO/V( REMODE.L m " < c. ..Q n iii ~ c:: ~~ 0 01 '0 :r 0 :t:TA M I RES I 0 E t\leE jj m :II ']iJ 01 n N)> n )> Z m 2 ~ Ul-t '" ~ UI -t !J m \ m m Z SPRi N GFft.::'L D 97478 1/1 l) 0 666~ e S1:' OR :r m Jt:;. ID m .. < VI , ''1~ -::1;~ '\' ;-t1lli'B:'?~~~ J. "~ ~.".,..,~."",,~ '~j "':ITIP'I~Il.::~11::-.0 "'I.~\'. (,'NEI',' ..__L'1~ CLIENT COLt=: SHEET NO. I CAL~ULA TED BY Ntv! OF 5 DATE ) 1./ 1.71 () if CALCULATIONS STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CODE CONSULTANT. PLAN CHECKlNG CONsmUCTlON INSPECTION CHECKED BY w~.lt5:6tf .DATE - Enl!:ineerinll For SF>> Addition Client~ Lisa Cole 1454 ESt. Springfield, OR 97477 Job Location: 1454 ESt., Springfield . ~- ".. Desi!!Il Criteria: oRoof- DL=17psf SL=25psf oWalls - DL=1O psf oFloors - DL=1O psf LL=40 psf \" oWind - 80mph, Exp, B (Fastest Mile) . oSeismic- ~ .0,73,.5, :0, 3'D Site and soil conditions were not observed by Mortier Engineering p,c. Allowable base soil bearing capacity of 1500 psfwas used for design, - o Et-lGIIJEERlfJG WA5 8ASED OIJ MAWIN&$ /'A.~VlrJEfJ BY OWIJEIl.. If COIJO/TlO/J5 6TH!::'" -rHAIJ SHOVVf,J 010 PLAN ARE ENCOIAIJTE'RE1J) COIVTACT ENGINEeR.., 1245 PEARL 8T. . EUGENE, OREGON 97401 . TEL: (541) 484-9080 .. ",. ,J . . ,. . , ~ . o 1(J{Ul{)[) Rfeiffer . Engineering 606 Summit Blvd. I Springfield, OR 97477 Ph.: (541) 747-3766 Fx.: (541) 747-1183 Dry Well Engineering I IJOb Description: Drainage Area Tributary Areas Area Width (W) Area Length (L) Drainage Area No. Dry Wells Flow Rate to Dry Well Q = 1.0083( C )( I )( A ) . Precipitation Rate AI 24.00 36.00 864.00 [ I' Flow Rate, Normal: . , , Flow Rate, Storm : Accumulative Water Volume (1 Hr. Basis) Dry Well Depth (D) Date: Job No. : ~ 08/01/05 148 Az 32.00 20.00 640.00 AJ 0.00 Ft. 0.00 Ft. 0.00 FtZ Total Area: 1504 0.035 0.035 FtZ Acres Acres Area per Dry Well (A) : Run-Off Coefficient ( C ) : I 0.90 Normal Precipitation Rate ( II ) : 0.025 InlHr Storm Precipitation Rate ( Iz ) : 0.400 InlHr (Source: N.O.A.A.) Storm Duration (t) :, 10 lMin. Q. = 1.0083((60-t)/60)( C )( I. )( A ) = 0.000653 FtJ Isec. Q. = 4061 InJlHr Qz = 1.0083(t/60)( C )( Iz )( A) = 0.0021 FtJ Isec. Qz = 12994 J In IHr VI =.QI/I728 = - 2.350 'FtJ Vz = Qzll728 = 7.520 Fe VT=V.+VZ= 9.870 FtJ VT = (QI + Qz )( 1 Hr.) = 17055 InJ D=I 3.00 1Ft. - , ,. ,~ . -.. Dry Well Volume (Minimum) Effective V olumeof Leaf Trap VLT = 7T( 0.5l (D -1) =, 1.57 IFt3 VE = VT-VLT =, 8.30 IFe Vw = VE I Void Ratio = VE I 0.476 =, 17.43 IFe Effective Volume of Dry Well Working Volume of Dry Well Dry Well Percolation Area (Minimum) Percolation Rate (Ref.: SCS Soil Survey) Qp= QpA = QA ( 144 In2 I Ft2 ) = 2.00 288.0 InlHr I n31HrIFt2 Percolation Area Total Percolation Area: Ap= VT I QpA =1 59.22 IFe lFt2 Perc. Area of Leaf Trap: APL = 7T((D - 1) + 0.25) =1 7.07 Req'd. Perc. Area of Dry Well: Apo = Ap - APL =1 52.15 IFt2 Dry Well Trial Dimensions Dry Well Trial Width: W=I 3.00 1Ft. . ,. Dry Well Trial Length: L=' 6.00 1Ft. Dry Well Depth: Total DT= 3.00 Ft. Effective DE = (Dr 1) = 2.00 Ft. . 'Actual Percolation Area of Dry Well ApA = ( W )( L ) + (2)( W + L )( DE ) =, I 54.00 ISq;j?t, ~J\jIll, O.K;,',"::~' I Percolation Service Factor:1 1.04 Geometric Active Volume of Dry Well Vo = (W)( L)( DE) =, 36.00 Iq!.l)F~.~N:~<~i!(.";,;',1 Volumetric Service Factor:' 4.34 Width: , 3.00 lFt. l , Length: , 6.00 lFt. Depth: I 3.00 lFt. Final Excavated Size of Dry Well(s) , ." . . r . ... / , BILL OF MATERIAL ~ ITEM ""SIAl. SFECIFlCATI()I'I fPART No. or awlUG No. ===::==- = ==JW ~-----------------~,------- . I - - - . -t- - ~ W-----------------~J------- i!:N S ~ :II 12. ASS ~..........nATED PERF. PIPE LEAF TRAP WITH FILTER FABRIC ARl1N) OJTSIDE J L.EN3TH . L ' -- . e, . "t ~ REV. No. , 1Il ... I. . cot DATE THIS DRAWING AND/OR COPIES 1,~ IS THE PROPERTY OF PFEIFFER ENGINEERING,LLC AND IS TO BE KEPT CONFID- ENTlAL, ITS USE SHALL NDT IN ANY WAY, EITHER DIRECTLY OR INDIRECTLY, BE OETRI MENTAL TO THE INTERESTS OF PFEIFFER ENGINEERING, LLC, ALL DRA~I (AND COPIES n,c.=ur ARE SL&IECT TO N ON DEMAND. ..ll....f.: .1 QTY. I NET m~J HATElIN.. CESCRIPTION , , \ '1 terES: {FILTER FABRIC I~. . /4. t'CN" PIPE ~ , ,,~~~~~~~~~~1 .~~~'" 0<<~0~ 0~~~~~~:: o~~ r4.1N.ET /~~' iW.~. 0 ~o~~~~~ ,,'~~~ I ~~ ' ~ -;, . . . . . [ ~~"~"~"" l T - : - ...'///'\.'/, .. ,,_~~ rf ~ . ....v o-;.--c......w _ , ///Y//.~ ~~ 0 ::r ~ ... .. 0 9 0 ('\. .. 0 '" , , , ' t 0 v<<~~ ~~"O . ~(." '0 ,o~. ,o~. 0 . . ~'%'%~ 0 ~'%~ ~~' ~. . j10 0 . ~ .. 0 'o~ 0 '0 ~@~~ ;(<<~ ~~, : 0 ~. (. ~ 0 .' 0 .' 0 ~ 0 0, . ., ~~~~ 0 0 ~ ~~ ~~0, OJ . .~. 0 0 ~~~~ 0 o~:# "" ~ 0 , , . t> 0 0 0 . ~\...""\/'~,"'V'" ~)'~ ~ OVER I ~ ~' . o:t (0 ~o '. 0 '0 .' ,o.~... I %~~ 0 0 %~ ~ 00Tl.ET . ~,~" ">>>"~">>~/>X::_">;$:_'>#~'~'~~' ~~ FILTER FABRIC Y// '/~ /~ ~~~", OPEN EN) ~~ ~ ~ . IdIA.Rf~m. l.N)1sn.~~ SOIL a..AY TILE TEE SIZE VARIATI~ ./-114. EN) CAP (1.33 aJ.YD.) 2) " I,. 3) 4) 5) BRIAN BYERLIN DRY. WELL DESIGN, 51st & E STREETS, SPRINGFIELD, ~e.: DATE CRAl/N: 8/1/2005 DRAWItC; SCALE: 3/4'=1'-0' BY DRAWN er: PFEIFFER FUJT SCALE: 0.970 'DESCRIPTIDN ~E:'VISICJf"-..JS WCRK ORDER No.: I APPRllVBl e.: DRY WELL SIZE WIDTH IWj LENGTH DEPTH . ~ (MIN. ) 3' -0. 6' -0. 3' -0. 1) GRADED S1lIE FILL SHALL BE 1 11~- Y ROlN) RIVER ROCK .....1FtR4 IN SIZE WITHIN ./-' 114. FILTER FABRIC 'SHALL fEET TYPE 1 ~I~ILE STD. ~,,"IFICATION .308.05.08 ALL PIPE MATERIALS SHALL BE PVC ~ ASS DRY WELL TRAP SHALL BE a..EAtED NNJALL Y AT ONSET OF WET SEASON. MAIN BmY OF DRY WELL SHALL BE SET BACK 10 FT MIN. FR04 BOTH STRUCTURE FOl..N)ATIDNS AN) ,.1'\wI" lC:^' , LItES. SET BACK FR04 PIL'9 MAY BE 5 FT FtR SLOPES < 5 "Q\\oC.IoIT (3-). ]])feH~er . ]Englneell'lng ,lLlLC OF 606 SUMMIT BLVD., SPRGFLO. OR 97477 e-sl.. DRAWING No,: .REVISION 148-01 ~ '. \.f!!!:-'~' ....: IKEATIN~ ENGINEERING LLC II - ~ 1'88 WEST B STREET SUITE 'P'I ' .m~ I SPRINGFIELD _ OREGON _ 97477 - . I PHONE 541-726-9995 FAX 541-726-9996 I - -: lemail: keatinQenQ~msn.com I PROJEqf"J '~IT-;;;O~ HUMA;TY .../ ADDRESS'" "t?-""-n ~ ~ --:-:. j",--- SCOPE I mRYWEL = i\_ J:- SW"e~-+- DESIGNER I. STEV KEATING II 0300:':1 IloATE I PROJECT NO I I REVISED 3/2112005 I 05-30 I I STORMWATER CALCULATIONS I PROJECT DESCRIPTION DRYWELL DESIGNS FOR DOWNSPOUTS AT SINGLE-FAMIL Y RESIDENCE IDESIGN PARAMETERS RUNOFF COEFFECIENT IMPERVIOUS AREA SOIL PERCOLATION RATE .. OESIGN STORM INTERVAL '0.96 1632 20"IHR 15 YEAR I I I I. OR AS NOTED IN CALC SET SALEM " ~. ." " , .". ...-...... .,: I NOTES NO EXISTING MUNICIPAL STORM SYSTEM IS AVAILABLE. DRYWELL DESIGN BASED ON THE FOLLOWING ASSUMPTIONS: J 1. ENGINEER WILL BE CALLED TO CONFIRM SOIL PROFILE DURING DRYWELL EXCAVATION 2, IN EVENT OF SYSTEM FAILURE,'DRYWELL MAY REVERT TO OVERLAND FLOW TO EXISTING 1-105 DITCH WITHOUT DAMAGE T NEIGHBORING PROPERTIES OR SITE DEVELOPMENT 3. DESIGN BASED ON SAFETY FACTOR OF 2 SEAL EXPfRSS 8-3C). 0<; , . / ~OI'e ~I/tS fa ftRMIf SflelLllY .' ~. , / r-___------------{ I III (~ I 1 ~-'~- /--~ , / ,~- - ~ - - . " ,~, / 4~' p~ie~peRfORA~; ~~ ~'PI~ , ......~7' . 4" o..et'NOOf H..@ fa m;a 'faftRMIfCLEW-JI~ Cffm . SIre SfORMWAreR P1PINti > ,- . '- .v!/..\"'IWX~fa.~.ANOlIfS.1WICAL _________ PLAN VIEW , ; ~o~1li (SCo CHIRf ON Pia [JW2) , ,. o 3 n (J': 2 '" r ~ ---." v ~ , , ^' ~ ^~ ~ r ^~~ASIN l' 6" f0l'5OI1. COII:R COVI:R MONlfOlV CLel'NOUf 1'1111-1 12" -"""~- "'- ,-",vv r' ~Mit15C.'/'e 1Y1'e V!/..I/f. 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'. .'v NOTES I, exo.VAff; ~~ fa DeP1H fNt) i?A5E N?iA /'6 WlCAff;D IN 11-f <:H.ARf mow 1\115 e~5 PeRCo..AflON INfO 5011.-5 PeR PeICCCUJ10N fESllt-l(; 1'af00000D ON 11-f S/ff; ~eNt:<1H /'W W1t:>Tli c:f I/I<'MW. /MY vm, /'6 ~ON.::< /'6i?A5E N!tA 15 Af ~eASf /'6 ~A'<a /'6 It\I/ICA1J:D IN Cl-\IRf I?e~OW, DRW.l:~~ /MY /\LSO Elf' sea&N1l:0 INfO /-NJ'f!f 1lWJ ()t>,f lNIf, /'6 ~ON<A /'611-f ta:iliUAAff; N?iA c:f 1I-f LNlf5 15 Af IUM /'6 ~A'<a /'6 INOICAfEO IN <:H.ARf mow 2, i?N:~JU. 01<:\'v\f~~ WItH Cl.ef>N w.w ORNN ROO:: f6 5t1'PI-IW i?Y WMNtICCI/IL cv.ve~ 5t1'PI-ICR MV CU5fOMI'RY fOR ORNN fleW use ~, 1N5f/\L~ ~ 6i N6N:w6veN- aon:xn:e (";WfR" ~ OR eOll'ol-) oveR fOP c:f t7RA1N ROCK fO mveNf INfIL f11AflON c:f ovm. \1Nt:< 501-5 ;w mMAlln f fLlft c:f I/I<'MW., "'-;--. .r:.~ 4, 1N5f/\L~ PIPlNt:< IN DRW.l:~~ WItH rel'f0RA1lON5 fKlNCi OCMN, fW Cl.e.ANOUr5 UW7tNt:< fO 5lfft'a IW F'ROTUfEO r;y V/lLve r;ox OR QTH;R S1MLfR DeVICe, PIPINC< L-AYOUf /MY vm ( "~" 5tW'e OR MlL me OI~5 fROM H:/aUIPe) f6l.ON!< /'6 Plre IS NO /KliIf; 1WN? ff N'H':f ~5 fffROM wa;sc:f I?I<YI'.W-, fWCl.IWJOJr IS lN5f/ILLeo AfeN05c:f PIPI~ RlNS fO fIQLIfAff; 'iifMOl/IL c:f ~OIWfNf OR'~elfY DWRIS II+IOi /MY eN1l:R DI?1'V\l"t.l. ?,' COVER t:iIM\f~~ WItH MINIMUM c:f 6 1NCJ-t:5 Cf c<JiW.J~ fOPSOIl. (AVOIO U5INC< Cl.AY SOLS) \. . .6, ',- J.~~ ~ Af ~!:/'6f 10 feer .fROM I3U!.OIN(:;S m:J ? fee'ffROM I'ROPI'RTY ~INI'S 1: La:Aff; DRW.l:~~ S01HAf AfAll.lft \W.L NOrReSlLf IN fWOOINC< Cf ~AIa3YlllJLOtNCOOR QTH;R fKlt1leS, eNSl..Re 1HAf ' . /'N( WAfER \\!iQi /MY e5Ol'e fROM 5lfft'a Of ~~ N<fA WILL fWN ovea,AN[) fO OIfCH:S OR a'eN ~fW, " . . .eN<AN:fR WILL IN NO CII5e /'&9JNf LlPel.-t1Y fOR II.'I'WPeR WCAllON Of DRYV;I:t.l. f N:\l.I11:S, If Oo.cf eXlSf5 /'6 fO F'Ra'eR WCAflON, eNC<It-RR IS fO Elf' CONSlLfEO, -raePl-l?~ ~R5 m:J ~SS!:5 N?i /IL~ WCAW IN 11-f 11M . f'll-OCK N?iA Of 1\-15 5-Eer, 8, 'RAINWAff;R PI~ fROM IWOf ORNNSI5 1'0 Elf' CONru:ff;O fO 0R\'\Wt.l. 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I?RY'Mll MUSf I?e RUiISff;ReO W11H OI:Q /'61t-.LU1lON I\I:LL, 1H1S IS lJ5iW.~ Y O(U i?Y 1I-f COot: efll'OIIaWfNf o'aNCY DRYWELL AREAS DeI'1H '10 1NCIt:5 WJCi1H 1 feer W1Dni 1 feef i?A5EI-f!fA 'l9 SO ff DeP1H 15 fa Elf'.YtA5l1:W fROM f~ Of Plre, W11H 6" COleR oveR PIPe, W1DniANO/ ORU:Nt:<1H /MYf:Je VfRfO /'6WNCi /'6i?^", N!tAIS WJNfAl~O ;'H,r!il,':';I1 .<<,'''0"" ;::~ - - '=;-:;;~;,~~ ..- ~, ..~.""...":;r'...." U.?..___ __ .~".I...=.""v; -;~'=----..:"7nv;-i ~tJ.'...,"",.... -"""""'~ ...~,..""',...,~----,,,... KEATING ENGtNEEIUNG [-C---c lL'Jll. YMr . ~. . l'i.rll'.' ~f;W.~91~ri 'YQO: \Mlj~ '" \t~lll1~}{; DRAI"oING TITLE 1/RYI'\f;L-L- [lII'l<RNic> 'El-A'JVlew-;.w5e(i}QfL___________________' ~21~ ~f'#J::(J'I(,L DRAWl'll -,r. - CHECtI:ED$ PROJ. 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( ~" ~fAR.- l3eWvV) '.; ',' INTERCEPT BASIN -------- flNl~O ~ - (}~Il.l. 5OfL- AH"ASf 12" Ql.ll;R PIP" __ 51re PIPINt< I'tR l?RII\\1N(;5 fND 5I'tCi'1CA11ON5 ~" NOre5 ON ~ef 2 fa PIPlN/:i >fQJII1i:MeNf5 9..Cl'e PII't 1/ 2 I'tRaNf ( 6" I'tR 100 ff) ---- tNOI51\Ja~W501L- , '., 'I -" I~/ ,</,,,) 11-" I 1.. 1:''''Tyll ;:;.":;>SSf::.'~,~ ._":;-"-'-'-' .......1 ( '~. ."<_~<(,.(\/.,~.._i ! l._. ;7 r....0.III~~"-''>>~'=-J 11':'"-'.(1 111__ <'''~''J, _ " I__J ~,.~..w, L._lt ---'II '~l' /"-,/((/1--'11 ,--- =--=-:: I i'::: ~.,.~'(:\:",:l 1;- 1 li_-":';; 1<.( \"il I" .,: LU-:'"-~t.j :;... y,..u-l~~L ,---111- .,~ -"1--11,--- j-:- ~~:.T..[~:izZi~II~' 1 11--' I, - -I' ,.-., -.=- I --..'; -- 1.'---' 1 .,. . :::=111='11;-='111=111:':: 1"n--rn j~TiT:_...:inT:~~n PIPING DIAGRAM l~'''''''''' .~ :"''i"...-~;;;.~.". .....,:',;>::1 I'......::." /.1'--'-''''',',," ..--.~ '~.L:~~ .\ "',..", ':.:'::::.!~ '.r"'-----.._.~'~\l'..h~ 'ljfl=--_"~.z.~~ ''''Q.~.~.',,- ....~:.h' ~l\<.O.....,,,,,-,,------.......~' KEATING' ENl;tNEERiNG t--c--e ltlCI ~f fI ~r. . ~.&'G' '~.~r,~n VoC (~JTl~ t.. l~~IlT1~ DRAIMNG TffiE 'WYI'It:L-L- ~ .El-i'NVieWM\lf7"5eCtlI.lN _PRC!JECT TITLE HAl?IfAf fOR fiJMtWl1Y CUM;1i!~ l!3?2'~:~:n:1Q1-===-= DATE 21,\~ SCAu:. IV :>::.J'U ORAV\oN ~ C><ECI<ED '" PROJ. NO (h.!){J SHEET NO. I/W!J of ') ,,', . " J"" ',I' ..~ ,U ',.' ';~ .. ,'. - -- !- ",; 1 KEATING ENGINEERING LLC I """-"'CT 'I MITCH JANNISE II 390001 - ~ 1188 WEST B STREET SUITE 'P' 1 ADORESS 1626 F STREET. SPRINGFIELD r . ,I SPRINGFIELD OREGON 97477 SCOPE I ROOF FRAMING ISSUES I I OATS 4/2812005 I - - - --=-.: 1 PHONE 541-726-9995 FM 541-726-9996 I PROJECT NO I - ---: 'email: DESlGNER ,I STEVE KEATING 1 REVISED I keatinQenCICft!msn.com .. STRUCTURAL CALCULATIONS I PROJECT DESCRIPTION REFRAMING ROOF FOR VAULTING IN HOUSE BUILT PRIOR TO 1940 IVALUES USED IN LATERAL FORCE ANALYSIS . ',-, SEISMIC ZONE OCCUPANCY CLASS " SOIL ALLOWABLE BEARING ., ROOF LL ROOF DL 12B I WIND EXPOSURE I F2 RESIDENTIAL 11000 PSF I I 25 PSF I FLOOR LL \ 15 PSF t FLOOR DL I :70MPHC I II -., , '. ~'.. . N/A PSF N/A PSF \ RIDGE BEARING TO BE ON EDGE OF EXISTNIG HOUSE AND FOUNDATION - OWNER MUST VERIFY . THAT SUFFICIENT FRAMING EXISTING IN THE PRESENT WLLS TO TRANSFER LOAD (ONE 2X4 STUD MUST BE WITHIN 6" OF BEARING LOCATION, ASSUMING SOME TRANSFER THRU TOP PLATES) VAULTING INSULATION TO BE VERIFIED WITH CITY SEAL pfOA RE1/JE~~PLlAtlCE CODE C '. - ;==...:=:::::=----. .-'.--- -, KEATING ENGINEERING LLC I 188 WEST 8 STREET - SUITE 'P' SPRINGFIELD - OREGON - 97477 I PHONE 541-726-9995 FAX 541-726-9996 I email: keatiMenp@:msn.com I PROJECT MITCH JANNISE """"ES$ 626 F STREET - SPRINGFIELD SCOPE ROOF FRAMING ISSUES 39000~j T._ - -- r-- ~~ ~~S~~-" .1 STEVE KEATING iDATE I PROJECT NO I REVISED 4/28/2005 ~ ~ . . ' .( , i ~' ~ I. . I _ __.__.' '. ..__.. ~ .-, lif ~ C"--:- 1110 . '7PPi....l ) liPI ~~___=_ ~ - 1101I-lfh10' 1-\~I'5 --- 41"-'e;A-~"'I\..-- " .. /.' f,~~(~.'c4J?'k ~lI':1Ir1P4o~' Vz.(, - -------~-, ~--------- /~ - /: '-_ <--'~:~-:-,i - , .-- --. -- _. ._-- -.-. - -b-= -~~- ,7,h, ,_ 7' , ~~: . .... ~I. ~ .' I 1(/:)10; l'--~~ I ~.~ ~\D6S t ,,: \All, V~_. _. - ./--.-- -----=;;::;;-.:. . - - . _r~ ",; I KEATING ENGINEERING LLC I . '-'~ lBB WEST B STREET - SUITE 'p'l -==-: !SPRINGFIELD - OREGON - 974771 =- ' -=-, I PHONE 541-726-9995 FAX, 541-726-9996 I . emall: keatinaenQ@msn.com I I I DATE I PROJECT NO I I REVISED 4/2812005 ,~ -"\1 PROJECT MITCH JANNISE """'ESS 626 F STREET, SPRINGFIELD SCOPE ROOF FRAMING ISSUES 390005 OESK;NER STEVE KEATING , - ADO'!/'~' f -y.q-:,JI.-"'f1...\(' Mul!'-l1't1I1U'f1, ~ -io"O ~(JrtK' . ~J~~~_I~. U. UAY>I.j-~ ~f- .q. ~ o? t,p??O'.l ~ ~~'... - ~ -;:--'-'-:--:::-:~-:-'-::_h~:h-::-_-:_:----=--_:<"__ ,____, _,. ,_ _" . f~'- ~~. .... '}-~:_-".-:-:--.'::----' - ' - 11 ~------o?'t.---i'~:'::i~~_Ld~f-. . .. .,. , n L _ _ ~_~_..l:___:_.:._._,._ (P.\O~IL, Dl!1'l1"\li I - I _. -.0___. "..~_.. _____ - 0,,- ....... '.. I '" ~ .-:c..~.. 'li'. .... L'iI m--"!l "7f ,2- 'U,... / r, .: H~~_-=~'!~~- ~11-- -_~ _- -. -. --- ~.. ~ . .. V~X~---~I'l~ .:~ f.Joi~ U~'t- . t . r: ~I>-\. "Z. ::-. ---0<!li0('t.o1t\_ h .. ~. ::::....,.._ -- €-;.l.t)<? ~ ~ IQI) '- ~ -' ,. --r-- --1'--- .. - .. -- -~ -- ,- -- ----\--- - ~- ., _1______ -' - " .cl ; 1 i I i i I cu 11--' ':'I . /' (2-) 1~/'l-1 \2-_ yc,L- .~~JI n C: (4)2.4+ ,Go\7: __ __ __ f ,'?-ID~~l I?lol LJ W n '" ';., I r . LJ " LJ o J r",71" --- . - j;'.) --- ---- -- --- -- /' . 1b,9) I ( tflt; ~ ----- :~ -- ---- '~ --:.:..' - -:.-::-=::.---:---..-:..'-~ . \(D~+cu(;' -- ~1,11l ~ iiI{, ---- -.3~ " 12--101 ~. CUEHT (541)484-6859 ex 1,)' C"IL- I A/lL 09:33A Mortier Eng & Building 0 ~n-15-05 If' ! ., f ," c. ~~ . n ~~ w ~ -- . \:' ~:, I ~,' ~,...1' _ . ,if ... r I ~ . . :...... . I I,~-~.'~~ '1\ t \ ,....\ CALCULATIONS STRUCTURAL Il.RLDlNODESJGN. FlREP................., CODE CONSlA.TANT . PUll CHECKING CONSTRUCnON INSPECTION '. JOB t?.f5CRIrJ]ON : ~Arem. eNlAINeeRlNCi Of ~51t?E:Nf1PI., smr;~ JOB lOCAI10N~ iN!. wr 11-<>>-~~-22 #210~ 5I'R1~IWI (MUON CLlfNf: a.u t?E:%NS 11~ CONaR sr euallf, m 91402 Ph, ~41 74~-~XJ~ '. .. t/f5ICAN CRlffRIA: 200~ ORX W1Nl/5f'eW: 100 Wf'H exp09.Jf: p 5e15MIC II!:SlCiN CAffa)R(: t?1 ~ON lOPO: 2~ P5l' ROCf II!:POWPO: I~ P5l' WPl.-~ II!:PO WPJ/: 8 P5l' S>El!T NC' CAlCUlATED BY _~It( llO~2..' W,O.I Expires: 12/31/01).... . . . . .. .. . ...... . . .. ...... . . .. .. SHfff INt/fX: SHr, t-JJMetR t?E:5alP110N l?1-tn CCM-R s-tei lI!:iAtS U --LA LArem. CPWlAllONS / P.Ol OF ...., DATE ~Io~ DATE ..... . ... .. ..... . . ..... .. . .. . ..... . ... .. . . .... . . . ...... .. .. . ... . . .... . . . .. . .... . ... ...... . . . . .... .. . SITE AND SOIL CONDITIONS NOT OBSERVED BY MORTIER ENGINEERING P.C, ALLOWABLE SOIL BEARING CAPACITY OF 1500PSF ASSUMED 1245 PEARL ST. . EUGENE, OREGON 97401 PHONE: (541) 484-9080 '. ~ . \: II. " :, , I , ,. ' , , .. I. . ' . " -- (Ii "'I~ ~ ... - MiTek~ /' Re: 661 2 WMS V ALLEY/895 T St, SPRINGFLD MITek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916/676.1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc, under my direct supervision based on the parameters provided by Rogue Truss, Pages or sheets covered by this seal: Rl6561284 thru Rl6561297 My license renewal date for the state of Oregon is June 30, 2006'1/ ' -~, ./ // ",.-r.' // -. I / ~____- "-- _:J i 'lKill ~\J~ I:) \-$l~. SD\Y\~ \Jer~ ~t\ . '. \ / lfR\\~~ \~ - t>:'Or--T-O \ \ \fOSl\llY\ \(\~~CnD(\_/~ro~O\~> \ +h-e- -\ru"b ~ \t'\~ e~~ \-L> \ ' , / dderm\('\€. ~'('O?er ~b\6-- \~ nO\O{\ae$\ce~ r ~:"'-~ ~~'" /_ f)/ . -" /', -, '- / "'---, _/ ~ ~" I EXPIRATION DATE: 06-30-06 J / May 19,2005 / . Yu, Ray . .: .::. : . : The seal on these drawings indicate acci"tine" pf ptefessiotil eQgineering responsibility solely for the truss components shown, The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSlrrPI-1995 Sec, 2, .. . ... . .... ... .. . .. . . .. .. .. .. .. . .. . .. . .... .... .. i , .. . .. . ...... . . .. . .. .. ... ..... ... ..... -,. . .. .. . . . . . . .. ... . . . . . . . . .. . , r [JOD j'N" 111112 1.2 Flogu. TI\III Srt'.m:I. me., lJ~1I pus, OR 81521 liNn lype FINK . I~~ r wits VALurrnlll:ll Sl. SPRLNGrW Job Reference {o.p.-tionall 6,4 IOIAfKZa ZllOli "11'~ lI'ldllStrIn, Inc. _1-8-<1 ,.... &.2.7 15-2.7 ".... ~... 17.~1l ....; 4xall o ,..... &-2-1 ,'S-8-<l ,-8-<1 Sca/e.l:55.7 . , . 3)[4= ..... ,..... ,..... ..... ..... ..... : Plale Offsets rXYl: JB:0-Q.3.E~ IF:o.o-3.Edael. [H:o.3-0.0-3-41 .LOAOING(ps~ SPACING 2-0-() CSI DEFL In (Ioc) Vdofl Ud PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plates Increase 1.15 TC 0.40 VortILL) -0.07 F-H >999 360 MJ2D 2201195 TCOL 7,0 Lumber lnaease 1.15 BC 0.33 V.rt(TL) -0.22 F.H >999 240 BCLL 0.0 Rep Stress Incr YES we 0.31 Horz.(Tl) 0.04' F nlo nle 8CDL 10.0 Code lRC2003ITPI2002 (Metrlx) W~dILL) 0.03 B-1 >999 240 Weight: 1131b LUMBER TOP CHORD 2 X .. OF NO.1 &Btr G BOT CHORD 2 X.. DF NO.1&Btr G WEBS 2X40FStdG BRACING TOP CHORD BOT CHORD Strudural wood sheathing directly applied or ...11;,5 oc pUrlln.. Rigid ceiling diredly applied or 10-0-0 oc braclng. . REACTIONS (Iblsize) B=1110J0.-5.8, F=11101O-5-8 Max HorzB"318(loBd cue 6) (Max UpliftB"~'57(1oad case 9),F....'57(load case 10) Max GravB=1327(load ease 2); F=1327(Joad case 3) FORCES (lb) - Maximum ComprellionlMaxlmum Tension TOP CHORD A-B=0/106, B-Co:a-1574/107, C-D=-13321159, D-E=-13321159, E-F=-1574/107, F-G=0/108 BOT CHORD 8-1:D-18211166, H-I=-321725, F-H=-4I1166 'NEBS C-1:.49G1227, 0-1=-129/698, D-H=-129/698, E-H=-4961227 --. )- NOTES 1) Wind: ASCE 7-02; 100mph; h=25ft; TCOL=4.2psf; BCDL=6,Opsf; Category II; Exp C; enelosed; MWFRS gable end zone; end vertiealleft and right exposed; Lumber DOL"1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02: Pf.,25.0 pst (flat roof snow); Category II; Exp C: Fully Exp.; Ct"1. 1 3) Unbalanced snow loads have been considered to( this design. 4) This truss has been designed for greater ot min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-coneummt with other live loads. 5) This trusahas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspedion per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 7) A plate rating redudion of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2003 International Residential Code sedlons R502.11.1 and R802.10.2 and referenced standard ANSIfTPll. A WAJUrINO. v."q; d~ JNl"II'U't.,.. AM R&\D NO'f1&' ON f'Hl"' AND lNCUlDUJ Jt1f'U RUEUNCZ 'AQZ JUI.1..r3 B~ uu. Oeflgn vald for use only wllh MiTek cONleelon. This design is lXIsed only upon pcrom.ten U1own. and is'OI 0f'l1ndMdvol buIdIng __....._.._." A~lcabllty a' design ~enlen and prOper Incorporation 01 camponenll, r..)nslbil~f buIId..g dll1lgner enal tnJ~dbnllf! Ilroc:lng shawn. b lotlalerolsuppor1 01 lndMdualweb memben only. AOdifial'lollemporay ~1'l.1a Mre ~r,.;1~g consll.Jctionillhefe~ of Ihe efeCIOl'. Addillonal permanent brQcirog ollhe aVenJ~ strvCI\Ire Is IIle respOnslb~ ~ Ihdlbulld~eslg_, Fot ,,-""rel dblanM~n:lt\g lobricallan. quaUty conrnL Ilarooe. deIYory. ereclton and bn:Icing. cONloit ~SI"'lI~uClllly esttda, 1JIS,.fi olfd "SI1'ul&n,,;;omponent Solely Inlormollon avonoble Irom Truss Plote lrulllule. S8J O'Onofrio DrIve. Moc:iaan""" "119. e . e . . . . . __ _ _ aa A_ AA . I EXPIRATION DATE: 06-30-06 I May 19,2005 n110re,nbllCkL,n, Mil- Sul,1lJi Clll'u,H'lQlltI,CA,iSS10 MiTek- I IJOD J "'". 8tl12 B2 "ogUI Tl'VU S}ltlms, I/'Ic:., GraIlts Put, 0Ri'f'f11 - I;" I"" J WMS VALLCl'lall:l I lit, SPRINGI"LC j RlIS~t2!~ , Job Reference .fqptlonal) 6.200' AprilS 'ltjg, ~IHk lnaUSInn,lIIC. WIG May 11 10:4:1::11 2gg:l PIll'l ll-3-O """ &-><> ll-3-O CSI DEFL in (IDC) Vdefl Ud PLATES GRIP TC 0.35 V.rt(LL) -0.04 D-F >999 360 MT20 2201195 BC 0,22 V.rt(TL) ..0.09 O-F >999 240 WB 0.11 Horz(Tl) 0.01 D nla nla IMalrix) WindILL) 0.03 B-F >999 240 Weight: 49 Ib Ilruts IYpe COMMON . .,"" ,-0-0 """ ll-3-O ll-3-O &-><> 4~~ C , , j Plate Offsets IX.Yl: [B:().8.3.0+21. [0:0-6.3 ~1-21 LOADING Ip'~ TCLL 25.0 (Roof SnQWll25,Q) TCDL 7.0 BCLL 0,0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 OF NO.1 &Btr G BOT CHORD 2 X 4 OF NO.1&Btr G WEBS 2X40FStdG SPACING 2-0.0 Plates Increase 1.15 Lumber lnaoase 1.15 Rep Stress Incr YES Code IRC2003lTPI2002 BRACING TOP CHORO BOT CHORD Structural wood sheathing directly applied or 6-0-0 DC purl Ins. Rigid calling directly applied or 10-0-0 oc bracing, REACTIONS (Ib/slze) B=627JO-5-.a,0=6271O-5-8 Max HorzB=169(load case 6) eMax UpliftB=.129(load case 9)"D==129(load caseJO) Max GravB=778(load case 2);D=778(load case 3).:.....~ FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=OI106, S-C-e23152, C-O-623152, [)'E=OJ106 BOT CHORD B-FI:I0I408, D-FcO/408 Vv'EBS C-Fc0l276 NOTES 1) Wind: ASCE 7-02: 100mph: h=25ft: TCDL=4.2psf: BCDL=6.0psf: Category II: Exp C: enclosed: MWFRS gable end zone: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOLu1.33. 2) TeLL: ASCE 7-02: Pf=25.0 psf (flat roof snow): Category II: Exp C: Fully Exp.: Ct=1.1 3) Unbalanced snow loads have been considered tor this design. 4) This truss has been designed tor greater ot mln root live load of 16.0 pst or 2.00 times nat roof load ot 25.0 pst on overhangs non-concurrent INith other live loads. 5) This truss has been designed tor a 10.0 pst bottom chord live load nonconcurrent 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) A plate rating reduction ot 20% has been applied for the green lumber members. 8) This truss I, designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and RB02.10.2 and reterenced standard ANSlITPI 1. LOAD CASE(SI Standard . . . . .. . . . . .. . . .. . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . .. . ... . . . . . . . . . . . . . . . . ... ... . . . .. . . . . .. . .. . .. A IVAJtNINO. V."h d..tg" JHl"l....e......nd R&tD N01"ES Olt TWS AJm llfcr.t1DD IDTU JlU~ 'AGE ICII.Tlf"3 aU'OltE t/U. Oe,lon voRd!Of ule Dnty with Mrrek connectan. Thit dellgn!$ bcBed on~ upon paumeters ,hown. and It for an IndlvldU<:lI buldlng camponent. Applicabilly at design pacmenlers and proper nCQfPoro!lon 01 component Is ~lIPruiblll~t buld*O ctII,lgner ~at 1r1mftl~' ".~~ Bracing shown. Is tor Iot.rol ,uppor1 ot ndividuol web m.mben only. Addlllord temporay bl'qJ:;~to insere :!I:IblIll)tILdlg cons-"cllon ~h11 IP bllIity allhe erector. Addl!loroolpermon.ntbrocinoo'IheOVerall'lNclureislheresponslbilv~lhemuIIcfnglltieIIgItllllFord'!tm:sI-jtJ. '0 i1g labrication. QVCI5Iy conlralstoroge. deUvCll'Y. erection and btacing, consult ,,"SI..rnllQvolity' ...11_, OIl." olfl::l 1l!Sl1 v "omponllnl kf.tylnlofm<Sl\(ln ovak:JblelromTruuPlalelr\lti""te.S8JO.0n0fri00riv.,ModitOl'\......~711'. II . . . . . . .- - - .. .. .. . 1402.0 ,-0-0 Sell". 1:30.8 I~ EXPIRATION DATE: 06.30-06 I May 19,2005 717""Qre.nb~CII.tI~. _ _ Svlte1011 C.... H...,., CA, """ I MiTek- , , I'" I IN.. A12 Cl RogU' TI\I" S)'I1Im1. Inc., Glll1itl P..., OR IH~21 IlrUSS lype PIGGYBACK SCISSOR I~~. r WMS VALU:TIU~ T 51. SPRINQFW '''''''''1 WIICIMIY111 111:U::l:l200:i Pig' 1 Job Reference JOP-.t!<!nal) G,i IO'''pr2l2011:it.tln,klnllUllrlIIl,lnc:. ..1.8-0. 1~ S,M ~7~ 10.;'9 5-2.7 10.0.0 5-2.7 ,.... .... ,.... .... 29-2.7 5-2.7 ....." 5-2.7 ,....... ,.7-3 5xa~ ScaIt-,:71.1 11.00(12 E 2x411 F sxa~ G ~ \/ N ." 4l(4~ ~A . L 4x4'::: J o ;; ~. " ,4ll.4'::: o 11)112'::;' LEGOOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL lOADS OTHER THAN THE WINO LOAD APPLIED TO THE TRUSS AS SHOWN. "xli'::: ...., ...., ,0.0.0 7.7-7 ,.... .... ,.... .... 31.1.7 7.1.7 ...... ...., Plate Offsets (X.Yl: IB:0-3-7.Edoel. 10:0-3-0.0-3-01. lE:0-3-0. 1-2-31. rG:0-}{I,o-2-3U~~~,0:-:3-01 ,LOAOING Ips!) Tell 25.0 (Roof Snow=25.0) TCOL 7.0 BClL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS WEOGE Len: 2 X 6 SYP NO.2 SPACING 2..0-0 Plales Increase 1.15 lumber Increase 1.15 Rap Stresalncr YES Code IRC2003lTPI2002 CSI TC 0.47 BC 0.58 we 0.57 (Matrix) DEFL In Vert(LL) -0.23 Vert(TL) -0.53 Horz(TL) 0.40 WlndILL) 0.15 (Ioc) O-P o.p a O-P Vdefl >999 >806 .,. >999 Ud 360 240 niB 240 PLATES MT20 GRIP 220/195 Weight: 203 Ib 2X4DFNo,1&BtrG 2X4DFNo.1&8trG 2 X4 DF Std G BRACING TOP CHORD BOT CHORD Structuml wood sheathing directly applied or Z.g..g oc purtins, end vertieals, and 2.0-0 oc purlins (3-1()'10 max.); E-G. Rigid ceiling directly applied or 6-5-15 oc bracing. axcapt REACTIONS (Ib/size) B=1621/()'5-8. Q=14931O-5-8 Max Horz B=504(load case 6) eMu: UplitlB;-'234(I08d'eaii6)~Q~166(load l!!!.lt ~)_._} Max GmvB=2115(load can 2), Q"'1798(load can 3) - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/101, B-Ca.4397n54, C.R=-39621693, O-R=-38231705, D-E=-2967/823, e.F....2587/612, F.GlL.25871612, G.S:..23511420, H.S=-2497/400, H-I=-22661209, I.J....65J30, K-Q=-1798/166, J-K....59/16 B.P....1057/3588, Q-P"'-89513093, N-O=-701/2404, M.N"'-473/2011, L-M=-301/2132. K.L=-103l1031 C.P=-321/169, D.P=-261485, 0-0....7631218, E-0....94n13, E.N=.2181896, F-Na..3561225, G-N::0..475/12B6, G-M"'-67/236, H.M=-199/273, H.La-6621203, I.L=-1131907, I-K=-22121225 BOT CHORD WEBS NOTES 1) Wind: ASCE ,7.02; 100rnph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp C; enclosed; MVVFRS gable end zone: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TeLL: ASCE 7.()2: Pf=25.0 pst (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load 0116.0 psf or 2.00 times flat roof load of 25.0 pst on overhangs nono(:oncurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method ...men this truss is chosen for quality assurance inspectIon. 8) A plate rating reduction of 20% has been applied for the green lumber memberl. 9) Bearing stjoint(s) B, a ccnsiderl parallel to gmln value using ANSl/TPl % ar)leto ta~m,..,ula. ~uilainJeligner should vertfycapa . of bearing surface. . . ... .. 10) This truss is designed in accordance with the 2003 International Resid~ti1CfeJectkfll R502.11.: a~ 1t02.10.2 and referenced standardANSlfTPt1. .. .... .. . 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wi 2.1 Cd nails. LOAD CASE(S) Standard ... . . . . . . . . . . . . . . . . . . . . .. . . . . .. . . . . .. . ... . ... . .. I EXPIRATION DATE: 06-30-06 I May 19,2005 A W.utJr1lfO. v~ dufp. P'l"'_e.... WId Jt&lD lfOTes 0Jf f'lIIS AND INCLUDeD JQT'U Jt&II'BJt&/fa .-AO.s 1II1.7473.UOU uS&. Design void lor use ontywllhMrr.k comecton.lhbdo5lgnls bosltd onIyupen pgun.ten shown. ond Is tor on ndIvIdual buId1ng _....... _ . Applcoblity 01 design porarnenten ond ~. ..,.. .,.' 01 componontls I'fItPInsiblityttt buldilllil deslgnllll' '.01 truss .esil'n~1ng Jhown . Is lor Ioleral slJPl)orl ollnd/Ylduolwob m.mben~. Addlllonollemperay brc:firll:Wo ins.... ,.bililytl\lilg conslrtlclion Is.... "1~1II1y of !hit .~tor. Addlliol"lal permanent bracing 01 !he overoD slruc;lu'to Is tn. respOl'lSibQI o\llheiPJldhg.oliglW.For O.,.rat olldllrd Itt~hg lobricatlon, quoUIy conlrol. Itorage. delivery. erection and bracing. consult AMSlJVII .ucllly (Merll. DU.. c" 10111 Allklthg icmpcnenl Sclelylnlormollon ayailableIromTruuPloI.lnsfltutlt.seJO'OnolrloOrtv..Mocip.tWISi719. . . . . . . . . -- - ~ ~- .. . 71170,"n~e/I;Ltn. _ . Sub lot C.... H..h., CA, '"'' I MiTek- \/' I". ION" 8812 lC2 RogUI Hun SyItemI, me., Gtlnll PI*" OR [11521 IlrUlIlYpe PIGGY8ACK SCISSOR !\-'" !\-,.o 'OM 5-2.7 'D-O-<l' - 1l).~9 5-2-7 sxe-:-- 8.00 r;2 o j M 5lltl-{l' "x4~ N 5x8-:::: 3.00 [12 0.12-:::: ..... ..... 'OM 7-7.7 ,D-O-<l ,- - 2x411 '_ E L '" - ,..... - I~' J WMS vAl.LEYIIII~ T SL SPKINGrLD . I Rl0S81217 I . . Job Reference jo}!tiona!l . O.2OtI1 Apt 21 ~g, MlT.k InClUlIl'lll,ItIC. Will MIIy lI1D:4li:,i2005 Pagll r ~2.7 5-2.7 ....." 5-2-7 ...... !\-,.o ," ScaI..1:10.8 .5xe~ F o ;; :; I~ Ib:12 .::::- ~'.1.7 ...... ..... 7.7.7 . Plate Offsets fX.Yl: IA:Q..J...7 Ednel rc:O-3-O 0.3-01 ro:o.3-0.D-2-31lE:Q.3..Q.0-2-31.1I:0-3-1.Edael rJ:0-4-O.o-3-0).JN:0-4-O.o.3-01 .LOADING (p.n TeLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLl 0.0 SeDl 10.0 LUMBER TOP CHORD BOT CHORD WEBS WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP NO.2 CSI TC 0.62 Be 0.76 we 0.57 (Matrix) SPACING 2-0-0 Plates Increase 1.15 Lumber loa-ease US Rap Stress Incr YES Code IRC2003lTPI2002 2X40FNo.1&8trG 2X4DFNo.1&BtrG 2X04DFStdG REACTIONS (lblaiZlt) 1=186S/M&ehanical, A=16~5-8 Max HorzA=-418(load case 5) __ _ , "..Max Upllftloi.203(load case'S), A=-202(load case 6) 'Max Gravla2064(load case 3), A=2061(load case 2) OEFL in Vert(LL)_ -0.31 Vert(TL) -0.71 HOl'2(Tl)' 0.56 Wlnd(LL) 0.19 BRACING TOP CHORD BOT CHORD ) (Ioe) K.L J-K I L-M I/defl >999 >869 nla >999 PLATES MT20 GRIP 220119S Ud 360 240 nla 240 Weight 209 lb Structural wood sheathing dlrectty applied or 2.5-8 oc purllns, except 2-0-0 oc purllns (~9 max.): ~F. Rigid ceiling dlredly applied or 6-8-8 oc bracing. FORCES (lb). Maximum Compression/Maximum Tension TOP CHORD A-B=-4791n37, B-0=-4381/672, C-O:2..4239/68S, C-D=-33S9/S90, D-E=-3065/S71, E-F=-306S/571, F-G=-33701391, G.P=-4284/413, H-P=-4430/400, H-I=-48621474 A-N=-984139S8, M-N::-80913438, L-M-61112742, K-L=-384/2752, J-K-21613455, I.J-335J4034 B-N-3331177, C.N=-381513, C.M=-773J223, O-M=-97n15, D-L--25311284, E-L-3431223, F-L:::r-44611273, F.K=-102f733, G-K-7871230, G-J=-55J555, H-J=-374/196 BOT CHORD WEBS NOTES 1) 'vVInd: ASCE 7-02; 1 OOmph; h'"25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable eOO zone; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=25.0 pst (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered fO( this design. 4) Provide adequate drainage to prtlvent water pondlng. 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 inspedion per the Tooth Count Method when this truss Is chosen for quality assurance inspedlon. 7) A plate rating redudlon ot 20% has been applied for the green lumber members. 8) Refer 10 glrder(s) for truss to truss connections. 9) Bearing at joint(s) A considers parallel to grain value using ANSlfTPI1 angle to grain fonnula. BUildlni des1jlner should verify capacity of bearing surfaee .. .. . 10) This truss is d~signed In aecordance with the 2003 International Reslde"tiACocW:eclon: R502.11.; an~ ~02.10.2 and referenced standard ANSlfTPI 1. . . ... : . : 11) Design assumes 4x2 (flat orientation) purlins at oe spaelng Indicated, rAfI~od'o.~s..T&.wl2.10d ",i1s. . LOAD CASE(S) Standard . . . . .. . ... . . . . . . . . . . . . . . . . ... ... . . . .. . . . . . . .. . .. I EXPIRATION DATE: 06.30-06 I May 19,2005 A IVAJlN1JfO. V..-(/'II....... JXl"U'U'Clln ClIId JlUD 1I01'D 0lI1'1lI. Al'ID IlfCLUP&DII1TU JlUDDCB 'AG& Jfl1,"""3 JJDOIU us&. O.sign veld for use ~ with MITek connectOl'l. lhlI design is bot.d only upon ~.Ien lhown. and illor on irldMduoI buIdlng compQl"lenl. Applk:abllly 01 design paamlll'lt." ond proper r.cOfpOrO!Ion 01 u..,'". . _. is rellPinslbiJV.f bullctqg d.lgner .eol!n.m "SWW~i'lg shown' bforlaterolluppcrtofndlvlclvolwlIbmembenonly. AddlllonoltemporarybfO!f,naeO~I~~consQcllonls'" '," .... ''', oflh. elWClor. Add/fional..., _ . . brocng ollhe overol IlrvCture Is lne relPOmibi' 0 ~ ..sigre,.!'or g.-.ral g.-net,. no fabrication. qvoQlycont'ol110r0ge. det.ery, erection Ol'\d brocing, cons\Al s~ Quality c.nm., O....on41."'n "ldllg t:POIlllnl Safety lnlormcsllon avClJatllll from Tnm Plate InsUtule. 563 O'01ofrio Ortve. Madilfl"l. WI S"19. ! . _ ~ .... ~ ...: .... 7777 Grunl)ackLan, au - $uhlOf1 CO,,, H.."". CA, ..." I MiTek- ,. ['00 Ion". 5812 CAP RogU.Tf\I..S)'ll.rl'II,Inc.,GtlnIlP....OR'ill~Z7 Ilru" lype PIGGYBACK. IU. 11 r , j WMll VALLEY/Ii:i T 51. SPI'lINGFLD Job Refe.!!.1'ICfI {oQtlonall. a.Z'OO'AlNZd200:lMIT.IIII1l1UID1II,lIIC. '''''''''1 WelIM.y,.,O:_S:532Q05p'g.1 ..". 4-0-0 """ ..". ....= ScaI.-1:111.5 c , . . o [:; " 2J;4= LOADING (p.Q TelL 25.0 -(Roof Snow=25.0) TeOl 7.0 BCLL 0.0 SeOL 10.0 LUMBER TOP CHORD BOT CHORD OTHERS SPACING 2-0-0 Plate. Increase 1.15 Lumber Increase 1.15 Rep Stress Iner YES Code IRC2003/Tpr2002 CSI Te 0.20 Be 0.08 \NB 0.02 (Matrix) Weight: 24 Ib 2X4DFNo.1&BtrG 2X4DFNo.1&BtrG 2X40FStdG BRACING TOP CHORD BOT CHORD Swctul'lll wood sheathing directly applied or 6-0-0 oe purlin.. Rigid colling dlredly applied or 10-0-0 oc braclng. REACTIONS (lblllze) A-127/S-O-O, E-127f8-o.o, 8=336f84.0, D=33618-O-O, F..213J840 Max HorzA=96(load caso 6) <.:Max UpliftA.".19S(load case 2), E=-195(lo8dcase 3), 8:.174(load ease 6),D=-138(load case 5} . Max GravA=145(load case 6}, e..91 (load case 5), e:485(load case 2), 0=485(load case 3), F1II213(load case 1) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD A.S=-1 55/1 30, B-G=- 131/41, C.G=-26153, C-H=-26132. [)'H=-131120, [)'E=-44I126 BOT CHORD a.F=-21f49, [).F".21f49 WEBS C.F....132123 NOTES 1) Wind: ASCE 7-02; 1 OOmph: h"25ft; TCDL=4.2psf: BCDL=6.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; end vertlcalleft and right exposed; lumber DOl=1.33 plate grip DOL=1 .33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonnallo the faco), see MITek ftStandard Gable End Oetailft 3) TCLL: ASCE 7-02; pr"25.0 pst (flat roof snow); Catltgory II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. S) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Uve loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced 8t4-0-0 ce. 9) A plate rating reduction of 20% has been applied for the green hJmber members. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802,10.2 and referenced standard ANSIfTPI 1. - 1 1) SEe Mirek STANDARD PIGGYBACK TRU~S CONNECTION DETAIL FOR CONNECTIO.N TO BASE TRUSS LOAD CASE(SI Standard . - . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . .. . . . . .. . . . . .. . . ... . .. I EXPIRATION OATE: 06.30.06 I May 19,2005 A WARNINQ. v..-w ....Ign JI'Cll'CIon.u-... caM ./lUD NOTES ON THIS AND lNCLUDJW JaTU RU~ 'Aa 1111'1'41'3 1J&1'Oll& uu. Design vaDd'Of Ule only with MlTek connecton. This dellgn Is OWed onty upon parameters lnown. gI'\d islOf onlndlvlclual buldlng eomponent. .....pplleobilty 0, t dellgn paromenters ond proper 1ne0'l)Of'Cltlon of component Is re~lbilty it buBdlIfll c:!wlgner .,ollrvll ..sl.,.r.eraelng shown. is IOf IoterallUpport 0' individual web memben only. .....ddillonol temp<xay bra~. 0 ins'r s"'blnty ~ eonstrwetlon It tIe ,.sp~lbWlty or th. IlllletOf. .....ddltlonal permanent brOl:;....g 0' the ov.rall ttruelufe is the relponsiblli 0 ~dhg iellg t Of g....-al g....nc. _.mJIng fabrication. quality conll'ol. "oreg., d.llvery. erection ond brocing, eonsult It S nt tallly c;tH\f'l&:... allfl lelll ..,Id_" eompon.nl Sol,ty Inhtlmqtlon ovoUoble tram Tnm Plate lnsfiM., saJ O'Onotrlo Drtve. Modi , st.19. . . ! . _! . _ ~ . ~ . 1717 G".nDlekLln. __ SublQtI 0""."""O,OA,"'1O I MiTek- l'" r" 111\1" Iype I~~ fY j WMS VALLEYn" T s< ,"",""'W '''''''''1 .12 H1A CAL HIP . 2 Job Reference JOl;!tionall. . RoguI rrva. Syrlems, 1IlC" ara/lll PIWI, Q~ &15"1 '.2Oa'Apf2:11ZO~MIl'klnaustnn.lnc. W.aMIyl11Q:4:l::I4ZlKI:l 1'';11 ..1.a.a, 3-11.5 T.... ~ 10-8-13 1ll-1a.15 23-1-1 29-~3 31.1MI3'-8,O ""'" ,.... 3-11.5 >0-" ....T ,..- ll-2.2 ll-2.2 0-2.2 ,... ....T >0-0 ~.1:85.1I 5x8-:- !ix8~ 4xe= 4lC4= 71(8= ..xe= K F T ~ U V ~ I )to 8.00[12 , , J ~ , ~ ~ ~ B ~~IlS-~ ., .. 11112~ .X 0 P 0 YN M 5x10= 4xS;;;; 711:8= 4xe= 5x10= 3x1211 7.e.4 &.3-'4 11-2-2 IB:0-3-7.Edael 10:0-3-12.0-2-81. fH:O-4-O.0..4-8l. rJ:0-3-12,~2"!J 1~:D-4-0,~1 &-2:2 ".... ..,." ""'" >0-0 T-O<l 13.11-14 ,""" :7'8.2.2 Plate Offsets IX.Y\: . LOADING (pIt) TelL 25.0 (Roof $now=25.0) TeOL 7.0 BelL 0.0 SeDL 10.0 LUMBER TOP CHORD 2 X 4 DF NO.1&BtrG *Except* H.J2X 6DF NO.2 G, D-H2X 60F No.2G BOT CHORD 2X 6 DF NO.1 G WEBS 2 X 4 OF Std G -Except- l-N2X60FNo.2G ......- -- ~ '~. REACTIONS (Ib/...) B=451l1o.5-8,-::::IO-5-8 ~\(i~C' Mili' fb ~~ifu\ . Max Harz B:a305(load cas. 6) V V ::> , . l ' :'MaxUplifIB"~3118(10adcase6),M:;.3B45(I08dcase5), ^ A _., A '.J Max GravB=5160(I08d case 2),M=5497(load case 3) . f't)..eqU~e.., ".FO ES (lbr"Moxim~M_sloin___ TOP cHoRe A-B=OI112, B-C=-8144'5409, e-O=-80131553s, ~4~99. F-S~6682141~1111 . G-T=-~1016756, G-H=-967Sn104, H-U~79.1115760, U-V=-7911/5760, ~V--7911/5760~69212847; J-W--3692/2847, J-K=-571O, J-l=-444613215, L~=-541013852 BOT CHORD B-R-t637/6581, R-X=-6218/8467, o-X=-621818467, P-Q=-7452110160; 0.P=-692619405, O-Y=-466916238, N.Y=-4589/6238, M-N=-44/53 C.R=-4621464, D-R-171212927, J-N=-59411285, F-R=-337912646, F-Q=-1147/1668, G-0=.151311351, G-P=-5281604, H-P=-379/885, H.0=-279612226, 1-0=-199713172, I-N=-475213549, L-N-345514730 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress lncr NO Code IRC2003lTP12002 eSI TC 0.66 BC 0.68 we 0.70 (Matrix) DEFL Vort(LL) Vort(TL) Horz(n) Wnd(LL) m -0.24 -0.46 0.15 0,32 (Ipc) P.O P.O M P.O IIdefl >999 >891 nI. >999 Ud 360 240 nla 240 PLATES MT20 GRIP 2201195 Weight: 467 Ib BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4.9-3 oc purllnl, end verticals, and 240 oc purllns (5-0-4 max.): O-J. Rigid ceiling directly applied or 6+)5 oc bracing. e~cept WEBS NOTES 1) 2-ply truss to be connected together with 0.131"x3- Nails as follows: Top chords connected as follows: 2 X" - 1 raw at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 I'OINS at 0-9-0 00. Webs connected as follows: 2 X 4 - 1 raw at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 00. 2) All loads are conslder&d equally appll&d to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Wind: ASCE 7-02; 1 OOmph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp C; encloa&d; MWFRS gable end zone; end vertical left and right exposed; Lumbor OOL=1.33 plate grip OOL=1.33. 4) TCLL: ASeE 1-02; Pf"25.0 psf (nat roof snow); Category II; Exp C; Fully Ixpz Ct.,1.:. .:.. . 5) Unbalanced snow loads have been considered for this design. . .. ..:. .. 6) this trtiss has been deslgn&d for greater of mln roof live load of 18.0 pst.r:z.JO timlJ8 na~f load of CS.O.,pseon overhangs non-concurrent with other live loads. . .: ..: ... .. 1) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 9) This truss requires plate inspedlon per the Tooth Count Method when this truss is chosen for quaUty assurance inspection. Continued on page 2 .. .. . . . . . .. ... .. . .. . . .. ... .. .. .. . .. . .. . . .... .. EXPIRATION OATE: 06.30-06 I May 19,2005 A WAlUnNO, v~ d~ ~r.... a.nd It&AD IfOTU ON THlS AJID llI'CWD&O IOTU JtUuua .-Aa JIII.~4~3 SUOJt& usa. Oedgn void lor use oNf wilh Mrrek connectors. This design Is based oNf upon pcI'OInetelJ shown. and is tor an individual buIdIng component. Applicabilly 01 design pO'Omenlen and proper nc;:arporalion 01 compOnent bmtv Q/. buIdIrw cMeior'lltr _,..t trvu ,*slgIler. wcing shawn . is tor IaleralluPpOO at ndlvldual web memben onIv. ACldlllanallemporay bra . ins nqpllltv ~ cOt'lS....tIan Is t.. r,.potIIIslbIIily at !he tlAlCtor. Addilionol,. ,_. bracngotlheaveralllNcMeislhllrelJ)ONibili at e sIon....org_.-aIgvll!~~~no lobfIcation. Ql,lCnly control slang.. d.....ery. erection and braclng. comult A 1 ~ct::l. DSI"tlan.'C.l 'eild~ c.mpon.nl Sal.'" Inl000mollon oyollable!rom Trvn Plate Institute. S83 D'Onofrio Drive. MCldb: . 5J~~ I! . _! ..! . _ ~ . _ . 7n7 Gre,nbaCk L.n. MIle Sub10\l Cllnla H.lgrlb,CA. 15110 MiYeke IJOO j "'". Ll2 H1A ~Cogll' Hun 8_ms,Ine., CManll Pia, OR 1I1~21 - IlnJU lYpe CAlHIP . I~. r I WMS VALU:Tl1l1~ T Sf. SPRINGFUJ I Rll1$81211 2 JQbRefe~JoP..bonan. O.21)O'Af/lZII200!iMlTIkInaUllnll.lIlC. WIGM'11110:4li:~2~ Pagl'Z NOTES . . 10) A plate rating reduction of 20% has been applied for the green lumber members. , 1) This trun is designed In accordance with the 2003 International Residential Code sections R502, 11,1 and R802.10.2 and referenced standard ANSIITP11, 12) Girder carries hip end with 8-0-0 end setback and tie-in span of 6-0-0 from subgirder. . 13) Design assumes 4x2 (flat orientation) purtins at oe spacing indicated, fastened to truss TC wi 2. , Od nails, 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8111b down and 1000 tb up at 3H 1-9, and 811lb down and 1000 lb up at 847 on top chord, The design/selection of such connection devlce(s) Is the responsibility of others. LOAD CASE{S) Standard 1) Snow: Lumberlnaease=l,15. Plate Inaeasec1.15 Uniform Loads (pit) Vert: A-O=-64. T..u....2204. J-L=-64, B-M....SO(F....30) Concentrated Loads (lb) Vert: Ec.S11 W--811 Trapezoidal Loads (pit) Vert: O....,~to-E....,64, O=-1~to-T""224. U=-224-to-J....,60. K=-164-to-J=-160 . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . :.. ... :.. .:. :.: .. :: .. ... . .. . .. . ,.... .., "_ ,.., II.. li" . .,.... ~~... A w,uJ'llNO. v.riJ'Jt d..tgn paramete,. Olnd BUD NOT'lttJ ON rmB AND lNCLUDllD II1J'U JtU~CIl: PAQZ 1CI1."4"3 BUOJU' UU, Oel~n void tOf use on", with Mflek cOMectors. Th, del~n II baled on", upon parameler1ll'lown. ond Is fOf an individual buldlng component AppllcabRl1y of dedgn paamenters and proper irl<:orporatlon of component Is relP.P~11y aLbund~""e~ner. nw truQ d.lg*r. Ia:Jclng lhown " Is rOf laterallupporl of individual web members on",. Addlllonoltemporary bracing"'! 1ns~11!I~i1i1y d...,ge;omtNwlon Is!tw re*Of<<bllllty of !he erector. Addlllooal permanent bracing at the averollIlruclvreIs !he reSPonslbni~1 b . cw!gne.1jp gerw.1 gul<<JeCe..~1rIg lobrIcalion. QIXlNIy control Itorage. dellvef)', erection and bRJclng. consvlt AN IT' Q 1Iy C~'pSI." end,CSliI luldln, CdtnpOllellt SaMty Inlormatloll ovollable tram TM! Plate ImllMe. 56J O'Onofrlo OrNe. ModIw . 9. .... _. . _! . _ . T111Gre,nb,tkW;1I""_ _ SuhlOi CI"" H..h>. CA. "'" I MiTek- 1,,0 j"'''' 8812 H1a Rogu. TI\III S)'Ifemt, lilt., Grants PI*'. OR 81~Zl I''"'''''''' CAlHIP . I~' r J WMS VALLEYI8U T st. liPRINGFW I RUIHI2tQ 1 Job Referel"lCfl jOp-liOnal\ . 0200. "prZll zoo~ Mfllk Indullnel, IIlC. WIG Mly'l '1I:4jU~4 zoo:. "'1\1" ,.... 3-11-5 >4-" &02.2 0-2.2 29-:J.3 502-2 31011.; 3240 3ft.O.O 2.8-0 047 WoO SCIII-l:lIS.'lI ..1./\.n. :\.1'.<; 'An ~1B-8-'3 0.607 2-U '~'lJ.1S 23.1.' "''' E ~ , , J 1 ~ ,,\; R a 4~:;;:: p 7I:e= o 4llt1= N M Sxl0= 3.1211 5xl0= &.2.2 28-2.' &.2:2 32J'l-O ~ &.3-14 :s-o-o ,.... ,.... 13-9-'. ...." ''''''' . Plate Offsets (X,V): r8..:?-3-7.~eJ.ID:0--=12.0-2-81. rH:~.Q..4.8I.lJ:0-3-12.o-2-81. rp:~.D-4-81 .LOADING (p"1 TCLL 25.0 (Root Snow=25.0) TCDL 7.0 BelL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 OF NO.1 &Btr G -Except- H-J2X6 DF NO.2 G, D-H 2X60F NO.2 G BOT CHORD 2 X 6 OF NO.1 G WEBS 2 X 4 OF Sid G -Except- L-N2X6DFNo.2G SPACING 2-0-0 Plates Increase 1.15 lumber Increase 1.15 Rep Stress Incr YES Cods IRC2003ITPI2002 CSI TC 0.54 Be 0.48 we 0.76 (MBIrix) DEFL In VBrt(LL) -0.19 Vert(Tl) -0.37 Hon:(Tl) 0.11 WindeLL) 0.15 (Ioc) P-O P-O M p.Q lIdefl >999 >999 niB >999 Ud 3SO 240 niB 240 PLATES MT20 GRIP 2201195 Weight: 250 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc pur1ins, except end ver1icals, and 2-~oc purllns (3-10-9 max.): D-J. Rigid ceiling directly applied or 8-0.9 oc bracing. 1 Row at midpt I-N with 2 X 4 DF SId G with 2 - 8d Common(.131"x2.5j nails and croll brace spacing of 14-0-0 oc. BOT CHORD WEBS REACTIONS (lb1size) B:II1757/0-5-8, M=16631O-5-8 Max HorzB"401(load case 8) ...... Max UpliftB=-612(load case 6); M""-635(load case 5) Max GravB"2420(load cas. 2),.M=2187(load cas. 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD A-B=OJ112, B-Co-35451985, C.D=-33151984, 0-5=-162/0, E.S....138IO, D-T....27131973. T.U=-27131973, F.U=-27131973. F-G=-3689/1289, G-H'lI-J755/1272, H_V=-293611072.I.V=.293611072,1_w=-'14161619, J-W=-14161619, J.K=-1621O, J-L=-1749/565, L-M....2148/646 B-R=-112112816, O-R=-133913382, P-Q=-148213918, o-P....130813518, N-O:.a0812370, M-N....35/SO C-R=-102J110. O-R=-34011198, J.N=-2181692, F-R=-13311593, F-Q=-3011842. G-Q....7011383, G-P=-3011207. H.P=-119/~3, H-0:D-1182/514, 1--0=-422/1331, I.N=-1841n19, L-N=-511/1796 BOT CHORD WEBS NOTES 1) Wind: ASCE 7-02: 100mph: h=25ft: TCDL=4.2psf: BCDL=6.0psf; Category 11: Exp C: enclosed; MWFRS gable end zone: end vertical left and right exposed: lumber DOL"'.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=25,Q psf(f1at roof snow); Category II; Exp C: Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs . non-concurrent with other live loads. 5) Provide adequate drainage 10 prevent water pending. 6) This truss has been designed fOl" a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requites plate inspection per the Tooth Count Method wl'1en thill tnIIs is cItosenlfor quali~ atura"co inspection. 8) A plate rating reduction of 20% has been applied for the green lumber mhlrs. .: : . .. 9) This truss is designed in accordance with the 2003 International ResidenWiT ~od. slll;tion.RS02.11,1 "dll8~.10.2 and referenced ,tandardANSlfTPI1.' ..: . : I... .. 10) Design assumes 4x2 (nat orientation) purlins at oc spacing indicated, fastened to ~IS IC wl2.10d nails. LOAD CASE(S) Standard . . . . ... . . . . . . . . . . . . . . . . .. . . . . .. . . . . .. . . ... . .. I EXPIRATION DATE: 06.30.06 I May 19,2005 .... I11AJUtl11O. v~ d.atgn ..........c."....., R&AO NM'~S OJ( I'BIS AN1J l2fCL01)&l) II1T'IUC 1tU.lt.It&IVa "AO.l: JE11.~.'r3 ~ US.I:. O.slgn veld lor use only wllh Mnek conn.Clon. ThIs dMlgtlIs bosll<l ~ VpOn param.11lIt snown. and is lor an IndMduaI buIdIng _..,.,... Applcobllty 01 design param.nlllnol"d ptOpef ..__...__.._..otcompatlen~.~. ~ "~dellignef' ~llrvudeslg~. a-acing $hQwn . lsIOfloleralIIJPporlollndMdualw.bmembllQonly. Aciditionallemporerybl'oc' ~lIIJ!Tqillitvc.... ..~~.~. ..tIonb Ite~Q/lU)Ilitvollh. .recrOf. Addillonotpermot'lenlbrocingollheovllfOlltn.lclueilltMtrelpOn5ibli 01 ~g Ilg~iPrge.-:JI, ....' J-d"ng 10bricat10l'l. C;lKlity conlroL 110f'Clg.. d.llverv. IIrecllon and bracing, consull It IT I 9iallty ~DS"".ndlllC. '''d'1 ctmpOfI,nl Sal.tv Inlolm~lon ovoUoble tram Tr\,/U P1atlllnlfiMe. 58J O'Onofrio Drive, M . S3~9. ..!.!. _ !. _ . 1111G""ntlackL'~' aule' Sul'IOll CI\MI Htlghb, CA.1l5el0 MiYeke " I"D Jon.., se12 Hl0 HOIjIUI TN" systeml, Inc., (,i/'Intt POI, OFllll~21 . Ilru" IYpe CALHIP . I:" r J WMS VALLI:.Y/ai5 T 51. 5PRINGFUJ I Rle~12t1 2 Job Reterence (Ootionall' . C1,ZllQ. Apr211200~ Mll'lt 'nelll'hl, Inc. wea Nil, \8 IU:U:i):l ZOO:i PIli" ,.1-8-0. ,.... fl-11-5 &-11-5 ".... "lWl-12 ,'-'>-, ..., .""", 5-11.8 5xe-:- E 0.... Q " 8.00[12 ,/ " , -~ /')' i ~ ~ ,. ~, /A;.- ~ ;;'0-;:: p 2)("11 11-11_5 &-11-5 Plate Offsets IX_V): rB:Q.l.11Ednel~:o.3-0 0-3-01 .>&0 ..." LOADING (pst) TCLL 25.0 (Roof Snow=25.0) TCOL 7.0 BelL 0.0 BeOl 10.0 LUMBER TOP CHORD 2 X 4 OF No.1 &Btr G -Except- D-G 2 xe DF NO.2 G BOT CHORD 2X4DFNo.l&BtrG weBS 2X4DF$tdG SPACING 2-0-0 Plates Increase 1.15 Lumber loaease 1.15 Rep $tresslncr NO Code IRC2003ITP12002 BRACING TOP CHORD BOT CHORO Stnletural wood sheathing directly applied or s.o.o DC purlin., except end verticals, and 2-~ ac puriins (6-0-0 max.): D-G. Rigid ceiling dited.ly applied or 8-10-8 DC bracing. REACTIONS (lblsile) 8=263610->8, K=27591O-s.8 Max Harz B=463(load case 8) -Max UpliftB=.1582(load case 8)~K"'1822(load case 5)-. -_:> Max GravB=3183(10ad case 2), K"3-134(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A.B=OI106, a.c=-479712818, C.D=-414612872, o-E....05l441, 0-0=-333712380, F-Q=-333712380, F.R=-277612092, G.R8-277612092. G-H....81O. G-S=-314112319, I-S....34S812300, I.J=-223611357, J.K=-3102l1817 B.PD-248713790, O-P=-2048713790, N-O=-270813575. M-N....27081357S, L.M=-10S1I1828, K.L=-64133 C-P"0/284, C.O=-540/47, 0-0=-3991871, F-O=-88S/812, F.N=0125S. F.M=-1818/1244, (;..M=-2871672. I-M=-114511343, l-L=-1731/1112, J-L=-1458125S6 BOT CHORD WEBS NOTES 1) 2.ply truss to be connecled together with O.131.x3. Nalls as follows: Top chords connected as follows: 2 X .. . 1 row at ()"9-0 oc, 2 X 6 - 2 rows at ()..9-Q oc. Bottom chords connected as follows: 2 X .. . 1 row at ()"9-0 oc. Webs connected as follows: 2 X 4. 1 row at ()"9-0 00. 2) All loads are considered equally applied to all pHes, except if noted as front (F) or back (8) face in the LOAO CASE(S) section. Ply to ply conneclions have been provided to distribute only loads noted as (F) Of (B), untess otherwise indicated. 3) Wind: ASCE 7.02; 100mph; h=25ft: TCOL=4.2psf; BCDL=8.0psf; Category II; Exp C; enclosed; MINFRS gable end zone; end vertical left and right exposed; Lumber DOL=1.33 platll grip DOL=1.33. 4) TeLL: ASCE 7'()2; Pf=25.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non.concurrent with other live loads. .. e. e.. 7) Provide adequate drainage to prevent water ponding. ... . . : . : 8) This truss has been designed for a 10.0 psf bottom chord live load noncoQc!JC'et1 ~ a~~ther live 108ds. . 9) This truss requires plate inspection per the Tooth Count Method when th~ tnl&s II ~sen feft quality aAurl'f8 Inspection. 10) A plate rating reduction of 20% has been applied for the green lumber me1h!ers. . . .. . 11) This truss is designed in accordance with the 2003 Intemational Residential Code secllons RS02.11.1 and R802.10.2 and referenced standard ANSlfTPI1. Continued on page 2 o . 0 o o . "',,_, .... ".,.....,W , "" A WARNING. v...c,n, d../gn pat'll.....te,.. and R&tD NOT'ZS ON THIS AND lNCUJDZD IllTU RU~ 1',,0& .UJ.7'4T3 BU'OR& uu. Design vald lor UIIt on"" wiltl MirelcaMeclon. This dellgn ls baled onl',t upon paramelers shown. and is lor an individual buldlng component. Appli<:abilty of design paramenters and prOP8'llnc:orporation otcampcnenlls relponslbllty 01 buUdln~e ignltf ~tlNlS q,sloier. tracing lhown . is lor lateral supporl al lndlvidlJQl web memban only. Addifional temlXlf(rf braclnf .. mIKe "ability com tion iI.t1t r'iPoiJIbllllty 01 lIIe erector. Addll\onOl permanenl brQc:ng olllle overallllnK:ture is the relQOnSlbllilf 01 fie ~del . or ge al gujgT<:'ViIU;1lrdng Iabr!c:a!lon. qua~ty control. storage. deUvetY. llfec!ion and bnJdng, comvlt "'Nll/TlIll QIIoll1y ct'"'\ '''.p c~n'jIGJqp l'.:fmponent Sallttylnlol'mCJtlon QVoIIableIromTI\JUPlalelmllutlt.S83D'0n0fri00rlve.Mo~~53~19. .... It . . . . .. 0 o o 0 . o. o o o . o . o . o 0 ... . o . .. . o 0 o . .. o I EXPIRATION DATE: 06-30-06 I May 19,2005 1171'Gree~b'ckL.ne MlI'- Su~. loa ClIruIHelghtl.CA.I5fl0 MiTek- l'OO j "'". 5812 Hl0 RogUI TN" system., Inc., GtlnlS PIIS, OR 97~7 11l'lJSI IYpe CALHIP . I~. r I WMS VAU.cT/1i:l , ~ liPI'lLNGFW I R1115812i1 2 Job Reference footlonll" . O,illll I Apr;ZS 2U1l:l Mll'k lnaUSln.., Inc. weclulylllD:40:o02QOa Pig.;;! NOTES 12) Girder carries tilt-In spans of 640 from front girder and 6-0-0 from back girder. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wi 2-1 Od nails. '4) Hanger(s) or other coMection device(s) shall be provided sufficient to support concentrated load(s) 4S0 Ib down and 592 Ib up at 2~1'-9. and 4S0 Ib down and 5921b up at 14-0-7 on top chord. The design/selection of such coMectlon device{s) is the responsibility of others, LOAD CASEIS) Standard 1) Snow: Lumber Increas8a:1.15, Plate Increase=1.15 Unlfonn Loads (pit) Vert: A-D=-64, G-J=..e4. B-K=-20 Concentrated Loads (Ib) Vert: E=-480 R..--480 Trapezok:lalloads (plf) Vert O=-12B-tl>E=-132. D=-128-to-F=.192, F=-192.to-G=-128, H=-132-to-G:.128 . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . . . .. . .. .. . ... .... .. . . .. . . .. .. . . . .. . .. . "...... ,.. ,_.. .f'" . f\_~ .A WARNlNO. V...w "nip pcIra.....c.... and .RJ:.\D lf01'ZB ON T'HIB AlfIJ IlfCLUDllD lIlT" IlUnczNC& "AO~ III1.T<fT3 BU'OR& uu. Design "'aid for use aNy wllh MITek COMector1. This design Is based only upon porometef"lshown. ond is lor an individual buSdlng component. Applicability 01 design po'Clmentef"l ond PWpel"Inc, orporallonol componentls,resporulblllty ot bu~d slgner~! INn liiIesTer~1rog shown' is lor loterolsupporl 01 ndlvlduoJ web memben only. Addlllonal temporoy bn:lc~ nsvr~lobmty . com cllon II rr-e flsptjulbllUty Qllhe el"4l(:tor. Addillonal permanent brocng ot Ihe overol Jtn.octvre is the re~ o~e b&d1r1tL ~eJ for g rol glllldjlnc. .Ql:lrdlng labrlcotlon. quoUy con!ro~ storage. deltvery. _don and bracing. consult AlIs1J1tn 4vollty CW-rli' -IJ 1c.l111f/ldlfG (iDmpCNI_1I1 Sat.lylnlorm=ton (lVo!IobIeIromTtunPlatelndilute.5630'OnotnoOrfv_.M~.~st19. . . . . . . . . . l .. . 7777Gr..nbICkL~n. 'aI;- · Sudl109 CltruIHIlgllb.CA,9SIS10 MiTek- \""D J "'". 0012 H1e filogUITru.. Sylllrt1l,lnc., Gl'1n..to>..., 6'ifi15:n . IINUIYpe CALHIP . I~~ f' , J WMS VALLEY"V~ T 51, 5PKlNtiFUJ RI85a12821 Job Reference footion,n . '.200' "Pr "i"20"05MITlk IndUIlI1el. Inc. Wtd hillY '1 'll:mIT(HJ~ Pig. 1 ..1..a.Q. ,.... 8-11.!i 0-11.' ,,.... 04-12 't"J' ..., '2<><>0 2~11-l1 5-11-8 H "..... ..., "-0-" 5-11.g E sxe1- o~ 04-12 ,.""" 2.11-5 Scall-1:el.3 -4x8= F sxe1- 11.00 r;2 l ~ p b411 o 3x8= N . ,xe= 3d= ,<>-<>-0 ""'" ..... ..... DEFL in (Ioe) IIdefl Ud V.rt(LL) -0.11 N.O >999 360 Vert(TL) -0.26 N.() >999 240 Herz(TL) 0.11 K nI. nI. W~d(LL) 0.08 N.() >999 240 L .cxe= "" K 3xllll ~lt.!i ,,.... "-0-" 04-12 ,.""" 0-11.5 04-12 2.11.' Plate Offsets (X.v): IB:o.'.11.Edael rC:0-3-0.0-3-41. rN'o-3-0.O-3-01 . LOADING (pet) TelL 25.0 (Roof Snow=25.0) TCDL 7.0 BelL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G *Except- D-G2X6DFNo.2G BOT CHORD 2 X 4 OF No.1&8tr G WEBS 2X4DFStdG SPACING 240 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003ITP12002 CSI TC 0.58 Be 0.52 we 0.71 (Matrix) PLATES MT20 GRIP 220/195 Weight: 2311b BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or ~ DC purtinl. except end verticals, and 240 oc punins (5-3-13 max.): D.G. Rigid ceiling directly applied or 7-1-0 oc bracing. 1 Row at midpt F.O, F.M with 2 X.. OF Std G with 2 . ad Common(.131'"x2.51 naUs and cross brace spacing of 20-0.0 oc, REACTIONS (lbJslze) B.1757/~5-8, K=1663JO-5-8 Max Hon: B=558(10ad case 6) (Max UpliftBlI-356(load case 6),.K=-319(load case 5) Max GravB=2261(load case 2), K1I1973(load case 3) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD A-B=OI106. B.C=-31911513, C-0=-2508/529, D-E=-162/0, 0-0=-1961/613, F-O=-19611613. F-R-1554/543, G-R....,5541543, G-H=-162/0, G-S=-1689/438, I-S=-2006l420,I-J=-1402l2n, J.K=-19511326 B-P~5912472, Q.P=-86012470, N-0=-68511913. M-N=-68511913, L-M=-176/1141, K.L~2143 C-P=0/285, C.0=-6201158, D-O=-15On10, F-0=-617/423, F.N=OI256, F-M....10551490. G-M-1581639,I-M=-27:5J610, I-L=-10421222, J-L=-225/1602 BOT CHORD WEBS NOTES 1) Wind: ASCE 7-02; 100mph: h=25ft; TCOL=4,2psf: BCOL=6.0psf; Category II; Exp C: enclosed; MVVFRS gable end zone: end verticelleft and right exposed; lumber DOl=1.33 plate grip DOl=1.33. 2) Tell: ASCE 7-02: Pf=25.0 psf (flat roof snow); Category II; Exp C: Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designlMl for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 pst on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This INss requires plate inspection per the Tooth Count Method when this truss II chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber rrwmg,ers... ... 9) This truss is designlMl in accordance with the 2003lntemational Residetj;lal;cocte .ct.n~502.11.1411lndlR'2.10.2 and referencad standard ANSlfTPI1. .. .:. :. 10) Design assumes 4x2 (flat orientation) punins at oc spacing Indicated, f4teled1o ~ss f(Am1 2-10d lWlil. . .. .... .. lOAO CASE(S) Standard . . . . .. . . . . . . . . . . . . . . . . ... . . . .. . . . . . .. . EXPIRATION DATE: 06.30-06 I May 19,2005 A IVARNlNQ. Ve"", ct.n,'l para_te...1lVId R&tD NO'tas O!f TillS AND INCLUrJ/U) IIlTU RUCRUa PAOI: JW."413 BIUOU uu. Deslon valid lor use onty with MlTek COMectors. This design Is balod only IJPOn paamllten shown. and is for an individual buldlng component. Appllcablily at, dellen paromentOfl and proper ncQlPOfotlon 01 component ls.",lponslbIIly at building, delloner. not IN" d'I~~r Qclng shown. is lor laterolluppon at individual web memben only. AdcJlllonal 'emporay brac.~ ruI.W..tobDltyaurHtl com. lion 111M bllUly of /he erector. "ddilionalpemlanentbroclngollheoverollltrvc:turllsthe ..... '."'_ O""~d~d41I..etJN;Jrgllnlralg~nc f"R lng fabrication. QVCIUIy conlrolltoroge. dollverv. erection and bracing. consult ....ISI/Wll "'C1lllV OIl.rto,."." c!hl ICilT 'lei ~ mponenl SatelylnlormClffon ovolloblelromrI\JUPIoI.lnsIiM..5630.0n0trb0rive.M~'!'5!19. ~ : : : : . . . . ... . .. .. .. . . , 7771G,.,nblckL.nl all. Sutt.'OIl CltfU. "'Ilghtl. CA. 85610 MiTek. I". j '''... eel' H2A RogUI TllJu S)'ItemS,ltIc., GranlS P..., OR [iiliZT I IN" IYpe CALHlP . I~" r lWMS VALU:.-YiiiJ~ T 51, SPRINGt-W I Rle~lzn 2 JObReferel'lCl!lJop..tiOnall . O.200'''pr2l2005MlTlklnaU'lI1e'.IIlC.WtGM.yll'D:4:i:~2iHl:i Pig' 1 &-2.2 5-2.2 ,9-3-3 &-2.2 31.11.113....fl,.{I :JS.O.11 2.a.e~7 3-&-12' """" 3-1l-S Scal'-1:71.S ,.1-8-0. 1-8-<1 3-11.5 3-11.5 1-8-<1 ..." s.o.71~13 , , ~72-s.e 115.10.15 23-101 . ; ! , , ~ sxa-1- E S .xe= F .b4= 7xa= H 4xe= RW 5Jl10= a 4..:0= P 71l1= o .xa= XN 5x10= ~ J (l ex12~ ,"'" 1-8-<1 13-~1. &-3-14 ,..". &-2.2 :M.2.' 0-2.2 ""'" &-3-14 """" 1-8-<1 Plate Offsets (X.Yl: IB:0-3-7.Edq!J.. rO:0-3-12,o..NII. rH:0-4~J~1 fJ:0-3-12.o..2+81 rM:D-3-7.Edael. rp:().4-Q0-4-81 . LOADING (p,Q TelL 25.0 (Roof Snow=25.0) TCDL 7,0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD SPACING 2'()'() Plates Increase. 1.15 Lumber Increase 1.15 Rep Stress lncr NO Code IRC2003ITP12002 CSI TC 0.80 Be 0.83 we 0.77 (M_) DEFL In Vort(LL) -0.35 Vort(TL) -0.69 Hon(TL) 0.21 W1nd(LL) 0.47 (Ice) P o-P M P tldefl >999 >666 nlo >999 Ud 360 240 nlo 240 PLATES MT2a GRIP 220/195 Weight: 505 Ib 2 X 4 OF NO.1&8tr G -Except- H-J 2xe DF No.2G, D-H 2Xe OF No.2 G BOT CHORD 2 X 6 DF NO.1 G WEBS 2X4DFStdG BRACING TOP CHORD BOT CHORD Structural 'NOOd shoathlng directly applied or 4-4-13 oc pur1ins. oxcept 24-0 oc pur1lns (4-5-2 max.): O-J. Rigid ceiling directly appUed or 5-1~1S oc bracing. REACTIONS (Ib/size) M"'48971Mechanical, B"'S038/~5-8 Max Hon: B1I2S0(load case 6) .Max UplifIM=-3440(load case 5), B=-3493(tolid.case 6) ') Max GravM=5S02(load case 3), B=5704(load case 2) FORCES (Ib). Maximum Compression/Maximum Tension TOP CHORD A.B=0/112, 8.C....908616059, C-0....898216200, D-E0-681/745, 0.$...749515359, F.S....749515359. F.T=-10919/7796, G. T....1 0919/7796, G-H....1209818821, H.U=-10980/7825, I.U".' 098017825. I-V.... 780315411, J-V....760315411, J-K=-57/0, J.L....9117/8272, L.M....928118160 BOT CHORD 8-R.....511217350, R.W=-696519831. Q-W=-698519831, P.Q=-8673J12014, 0-P=-8824/12055, 0-X=-882219717, N-X=-6822/9717, M-N.....S025nS6a WEBS C-R=-Sl21539, D.R"-206213460, J.N".20971350S, L.Ns-425/415, F.R=-406713103, F-O.....,809/2564, G-O=-22.1011810. G-P"OI284, H.P=O/253, H.O=-217211787,1-0=--158612524, 1-N=-4030l3083 . NOTES 1) 2-ply truss to be connected together with O.131.x3. Na~s as fonows: Top chords connected as follows: 2 X 4.1 rr:JrN at ~9-0 oc, 2 X 6.2 rows at ~9-0 00. Bottom chords connected as follows: 2 X 8 . 2 rows at 0..9-0 oc. Webs connected as follows: 2 X 4 . 1 row at ~9-0 oc. 2) AJlloads alll considered equally applied 10 all plies, except If noted as front (F) or back (B) face In the LOAD CASE{S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Wind: ASCE 7-02; 100mph; h"25ft; TCDL=4.2psf; BCDL=6.0psf; Catltgory II: Exp C; enclosod; MWFRS gable end zone; end vertIcal left and right exposed; Lumber DOla:1.33 plate grip OQL"1.33. 4) TClL: ASCE 7-02; Pf=2S.0 psf (flat roof snow): Category II; Exp C: Fully E}p.~Ct=1.1 . e . 5) Unbalanced snow loads have been considered for this design. :.: .. e . . . 6) This truss has be~ design.ed forgrealer ofmin roof live load of 16.0 Pslo~ 1':Ot~fld~fload of 21.0 psl!n ovemangs non~ncurrent with other lIVe loads. . . ... . . . 7) Provide adequate drainage to prevent water pending.. . . .... . e 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) This truss requires plate inspedion per the Tooth Count Method lNhen this truss is chosen for quality assurance inspection. 10) t;.. plate ratIng reduction of 20% has been applied for the green lumber members. Continued on page 2 . .. ... . . . . .. . . .. . . ... . . . . . . . ... ... . . . .. . . . . . . .. .' .. I EXPIRATION OATE: 06-30-06 I May 19,2005 A 'IVAAlfIl'rO. Vvlh daafgn ,...,...,...c.... Ilnd llUD trOTllS 011 f'tlIS AND ma.vD1lD Itlf'U JtUDDCll'AGll JOJ.7'''73 ~ uu. Oedgn void IOf IJMl arty w1lh Mirek connec:IQn. This dellgn Is based ~ UpOn pQ'Om.'en lhowl'l. and Is lOf on n:tMduoI Appllcobllly 01 dellgn parcmenNln and proper 1nc~1lon 01 compOnent is rel~ty ot~o.~n... - nltlnm dftlg Is lOf IalerolluppOrt of ndlvlduol w.b memben onIv. Addillonall.mporgry bro~ "hs\d sl~ty cltmltcons~lIon Is ltti r. ereclOf. Addillonal p8fTTlonenl brocng oIlhe overol sINe"" ia!he "l$ponsiblll~1 tI. tltIldlng ~slgnoef. fIor ~"'1bll;l~~. =~=m~~~=:I~~;::~~~~~~~o~~=~~a::'~5J~~C~D51"'.n"csr' . ... . .. .. .. . 1111 G....na.ck lane II e SUReIOi C","H.'hO,CA, '''''ElI MiTeke I"D J ",,,. "12 Ii2A KogUI TNn Sylteml, 1111:.. Gl1InD p.u. OA 87~27 IIN.IIYpe CALHIP . I~" r 1WM5 VM.lEYlalJ~ T 5l iPRiNGFi:O I A,e~lN3 2 Job Reference Jop..tlonal).' . 1I.21X1'''Pl''21ZOD5M1lulnauIll'lIt,lnc. WtclMI1111t1:4UjIlZOQ:l PIgl2 NOTES 11) Refer to glrder(s) for tnlss to truss connactlons. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502, 11.1 and Rea2.1 0.2 and referenced standard AN$lfTPI1. 13) Girder canies hip end with 8-0-0 end sotback and t1a-in .pan of6-<Hl from subgin:ler. . 14) DeSign assume. 4x2 (flat orientation) purllnS8t oc spacing Indicated, fastened to wsa TC 'NI2.10c1 nalls. 15) Hanger(s) or other c.. .._.;.;." devlce(s) $hall be provided sumcient to support concentrated load(l) 811lb down and 1000 lb up at 31-11.9, and 811 lb down and 1000 Ib up al 8"()"7 on top chord, The design/selection of such conn&ctlon device(.) I, the responsibility of othe/1i. LOAD eASElS) Standard 1> Snow: Lumber Increase=1.1S, Plate Increaso=1.15 Uniform Loads (plf) Vert: A.O=--64, T .U=-224, J.M=-64, B-M=-SO(Fa.30) Concentrated Loads (Ib) Vert:E~811V:s.S11 Trapezoidal Loads (pIf) Vert: O>l.160-to-E=-164, O=-160-to- T=-224, U~224-to-J=-160, Ka.164-to-J=-160 . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . . .. . . . . .. .. . . . .. . .. . . ... . , .. A IVAJUtLVO. VarW d..... ,.........un &JtCl1tUD 1fQTE5 Olt 1'1115 AJm UlCLUD.J:D Jf1l"U f(D1lJU:IIa 'A" JtlJ.~,U'3 BU'OAE usa. Oe$lgn void IQI'US8 only wllh MlTek COMllClon. This de$lgnb based onIyugon.. . U'lo\I,rn. and II fQl'onlndlvldual buldlng component Applk::oblllY 01 design paomenlen CIt'Id I7ooeI' ncorpOrtlllon 01 comgonenl Is IlIlpsib11lY ofbulldi'l. dellgner.,..1 trvI:1 c;lIdgfter. ~Ing shown . b IQI'laterallupporfol OOIvIduclweb members only. AddillonCll temporoy ~. ruu.-Ilallily ~cons....tIonls r..,tdtpolllsibllilyollhe ereclQl', Addilionol permOl'lenl bn:lclng 01 !he oven;d llrucll.n b the IlIspons1b1i'-ot..... ta.IIdng '.lIIlgn",.QI' g~ gu.dhc#l'~ng lobricollon. QuoBIY controllloroge, dellvltfY, erection end bl'ccng. CONutl ANlVT.l Qlnsllly Clhfktl DSI.ltlbr..:JIIC," ltadllllb t1mponent Sote'" lnlormcstlon Q'o'olloble from Truss PIolelnllllute>, S83 O'Onoh1o 0fIv1t, MOcjs~ ~ 53!l9. ~. ... ~ .... ~ ..: .. 'rf77 Grnnr:.Cll Lane MlI'- $lrI.1Oi CllNtHIlghtl,CA,1l5el0 MiTek- I,., j "'". 8812 H2B FlogUI nun Gystlml, Inc.., wanll pus, oR1I75:.z1 . IINU IYPI' CALHIP . I~~ r j WJo(S VAU.E'l'1I115 T Sl SPRINGFLO I Rlesel2t4 1 . Job Referel'lCa .fO~Qn8.n. . 1l,Z(lQ.~2IZaa~MIT'kl/lClul1l1d.1nC. WtcI Mlyl"0:4~::l1 ZlIO:I PIg'l ,.1-8-0. ,... 3-11.5 3-1'.!5 7~ s.o..71().8..13 3-6-12 o.e-72.&.8 1~lo.1S ~2.2 23-1-1 &-2.2 "-'-' &02.2 31.11.;32.&.0 3M).11 2-a-e 0.&-7 W.12. ..... ).11-5 ScaIe-l:7US 5x81-- E K 4)(4= 7lfe= 8.00{t2 '"'-- - I ~ B ;f '~- ~~'2~ i R a 4~= P 7xa= o 4xe= N 51.10= 0.,2'::: 5)(10= &-2-2 ".... 803-1' ...." 5-3-1. ,..." 5-2.2 28.2.2 ,.... ,.... 13-Q-U ,... Plate Offsets (X.)'): IB:0-3-7.EdlJelID:0-3-12.0-2-SI. rH:D-4-O.0-4-8UJ:0-3-12.0-2-8l. rM:0-3-7.Ed(l81. rp:Q-4.0.0-4-81 . LOADING (p'~ TelL 25.0 (Roof Snowa25.0) TCDL 7,0 BCLL 0,0 SeOL 10.0 LUMBER TOP CHORD SPACING 240 Plates Increase 1.15 Lumber Inaeaso 1.15 Rep Stress Incr YES Code lRC2003/TPI2002 CSI TC 0,'" Be 0.57 W8 0.92 (M.trix) OEFL In Vert(LL) -0.27 Vert(TL) -0.52 Hon(TL) 0.1. Wind(LL) 0.20 BRACING TOP CHORD (Ice) P o-p M P lIdefl >999 >923 nle >999 Ud 360 240 nle 240 PLATES MT20 GRIP 220/195 Weight: 259 Ib BOT CHORO WEBS 2 X 4 OF NO,1 &8tr G "Except. H.J2X60F NO.2 G, [).H 2X60F No.2 G 2XBOFNo.1G 2X40F5tdG BOT CHORD Structural woo<lsheathlng directly applied or 3-2.2 oc; purlins, except 2-0-0 oc; purlins (3-6-6 max.): [).J. Rigid ceiling dilttctly applied or ~5-13 oc bracing. REACTIONS (lbJsize) M"18151Meehanical, e"19431O-5-6 Max Horz B"345(toad case 6) (Max UpliftM=-623(loed case 5), B=-859(1oad case 6) Max GravM"2413(load case 3), B"2601(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A.B=0/112, B-C=-38BO/10El7, C-Oo-3B38/1069, 0-511-18210, E-S....138/0, D-T....298411044, T-U"-2984/1044, F.U=-296411044, F.G=-419211420, G-H=-451211487, H-I....423311430, I-V".3053/1061, V-W=-305311081, J-W=:-3053110B1, K-X-138IO, J-X:=-1621O, J-L....3724/1091,l-M..-3978/1098 B-R=-113213073, Q-R....138513nO, P-Q....158614534, Q-P....147414566, N.O=-108413B26, M-N=-8S413207 C-Ra-111/141, D-R0-401/1420, J-N=-406l1433, l-N=-135198, F-R....16191672, F.Q=-381/1133, G-Q=-993/4&3, G-Pa-661249 ,H-P....102l231, H-O...97414S6,I-O=-375/1113,1-N....15991865 BOT CHORD WEBS NOTES 1) Wind: ASCE 7-02; 100mph; h=25ft; TCOL=4.2psf; BCOL=6.0psf; Cat&gory II; Exp C: enclosed; MWFRS gable end zone; end ver1lcalleft and right exposed; lumber DOl=1.33 plate grip DOL=1.33. 2) TCLl: A5CE 7-02; Pfv:25.0 psf (ftat roof snow); Cat&gory H; Exp C; Fully Exp.; Ctl;l1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequata drainage to prevont water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Metho<l when this truss is chosen for quality assurance inspection. 8) A plate rating reduction of 20% has been applied for the green lumber membars. _. ... 9) Refer to girder(s) for truss to truss connections. :. ... .. . 10) This truss is designed in accordance with the 2003 International Resider:i.I::~d"ct.".s R502.1,1.1~nd Rf>2.10.2 and referenced standardAN5lflPll. . . ... . . . 11) Oeslgn assumes 4x2 (flat orientation) purlins at oc spacing indicatad, fastsn.d to Ass ill w/2-10d n.ls. . lOAD CASE{SI Standard . . . . . .. .. ... . . . . . . . . . . . . . . . . ... ... . . . .. . . . . . . .. . .. I EXPIRATION OATE: 06-30-06 I May 19,2005 A WAJlJJIlfO. V..-(I) dmp pIVCUI'_te... ~ JtUD JfOf'U ON na. AJrIJ I1fC:LUtnD ItlTlUl JtU&R.&Na 'AO.cItfIl.'1"'13 BUOJU uu. Oesign void lor use only wllh MlTe~ connec:tas. Th$ design Is bas.d onIv uPOn param.ters 1hown. and II lor an 1ndIvIduaI:e component Appllcobllty 01 dellgn pc;nJl'l'1enlen ond proper flcorporcllon of component II te1~bIIty <jf buIdIn!l d~ner - r1btlnm &, .... !tOcing $hOWn . II rorlo\efOl1vppor1 01 nctMdval web members ody. Addilloncl lempon:rf brcClhg II r.siA Itdblllty dtnl~Conlln!:llon II ,'" ~bllllty oIlhe .rwcIOf. Addltlonclpemlanenlbracngollheoverolllruch,Qillhe ..._ '';''';''. oIt\e"-'lIdng&llgn.lt. or ~ I ufl ng Icbrlcollon. qvc5ty COntrcl1toroge. defvery. erecllon end braclnQ. conlvll Alf5llTfIll ~GlIIy c'l~ D .a~~c11 .~t~pon.nt Sotetv lfltormotlo" ovolable Ircm oMS PIcl.lnlUM.. 583 O'OI"lOltlo 0rIv.. ModhIn...... 539'19. . ... . .. .. .. . 17l7Gr..ntllC~~n. fill_ Sub 10$ Cilru.Helghb,CA.,i5010 MiTek- " I'., . j'N" 8812 H2O RogU' nlln SyltelTll. Inc.., UrlnD P1I", Om~27 Ilruss type CAL HIP SCISSOR 1~.rY I WMS VALLEY/III:; T Sl. tiPR. LNGFLO. I RleselZI5 2 . Jab ReferetlC8 .tqptional~ 1l.2VOIAf1t2IZDO:ilolifT._ltIl1ldtrln,lne. WMM,y" lO:4:i::i12VO:l ...g'l ,.... ~~, ...., ..'.. ..... ,.... ...." 1~7 17-10-9 0.&-7 ~1o.2 22-1.7 4-2-15 ZSo11.ll :m.&O 30-10-10 .3-10.2 0.0.7 '-4-10 35-2.1!i ..... ....... ~~, '. ~ . .~..ft,.(l ScalI-1:7U ...'" ~ . . F T 4xS= G U 4xe= H 5x!l~ , I 8.00 r;2 P 7.,0 Q 5.8:::. o .5.8::: o ;;; :; R .5d-::: 3.00("i2 N 5x8~ 'l Plale Offsets (X.VI: $-1'.... e-&-13 lHH) $-6.() IB:~~7.~'o.3.12 .E-2-81. n:o.3-12.0-2-81. rM:()..3..7.Edael,IN:~.'~3-4}.,~I,!t:~a,~.~ 04-13 ....... &-11.... l'l-H.A ,.... ""'" ""'" "..." LOADING (psf) TelL 25.0 (Roof Snow:a25.0) TeDl 7,0 BCLL 0,0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 OF NO.1&Btr G -Except- E-12X6DFNo.2G BOT CHORD 2 X 4 DF No.1 &Btr G 'vVEBS 2X4DFStdG WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 gyp NO.2 SPACING 24-0 ~1a1es Increase 1.15 lumbar Increase 1.15 Rep Stress InCl' NO Codo IRC2003ITPI2002 CSI TC 0.49 Be 0.65 \^IB 0.75 (Matrix) DEFL in Vert(LL) ~.42 Vert(TL) -0.77 Horz(TL) 0.61 Wind(LL) 0.51 (Ioe) p ().p M P Vdefl >999 >615 nle >936 Ud 360 240 nla 240 PLATES MT20 GRIP 2201195 Weight 434 Ib BRACING TOP CHORO BOT CHORD Structural lAOad sheathing directly applied or 4-10-7 DC purllns, except 2-0-0 oc purtins (5-5-5 mo.); E-1. Rigid ceUing directly applied or 5-10-7 ae bracing. REACTIONS (Ib/size) M=2798J0.5.8, B1lI292SI()..5-8 Max t:iorz S=406(load. case 6). _ 'Max Uplif'lM=-1692(load case 5), B=-1727(load case B) _~~ Max GravM=3260(load case 3), B=3450(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A.B=O/l 01, B.e... 7839/4528, C.S=-757214556, 0-$=-7389/4567, O-e=-707214767, E-F=0<405/441, E- r-584214119. G.T-S84214119, G-Ua.885716335, H-U=-885716335, H-V=-566013899, I-Vu-586013899, \.J...48IO, I-K=-709214504, K.W=-7459/4335, L-W=-764214325, L-M=-789414306 B-RIl-4107/6442, a-R:...4220/6335, P-Q=-5881f8144, Q-P=-57S018163. N-O=-361716369, M-N=-353116526 C.R~2371216, D-R=-57/3S3, 0-0:0..4161208, e-Q=-1542/2539, G-0=-3885/2712, G-P-1464124El2, H.P=-166812452, H-0-3877/2936, 1..0-151712550, K..Q=--4271203, K..N=-501358, L-N=-2441212 BOT CHORD WEBS NOTES 1) 2-ply truss to be connected together with 0.131"'x3~ Nails as follows: Top chords conneded as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at o-g..{) oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oe. Webs connected as follows: 2 X 4 . 1 row at 0-9-0 ce. 2) All loads are considered equally applied to aU pUes, except if noted as front (F) or back. (8) face in the LOAD CASE(S) section, Ply, to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-02; 100mph; h"25ft; TCDL=4.2psf; BCOL=6.0psf; Category II: Exp C; enclosed; M\oVFRS gable and zone; and vertical left and right exposed; Lumber OOL=1.33 plate grip DOL=1.33. ..... . 4) TCLl: ASCE 7-02; Pf=25.0 psf (flat roof snow); Categoryll; Exp C: Fully ~.iCt=1.... . . .. . 5) Unbalanced snow loads have been considered for this design. .... . .. 8) This truss has been designacl for greater of min roof live load of 18.0 psf 4 2.00 tlnel flat ~f load of 21.0 isf en overhangs non-concurrent with other live loads.. . . ... . .. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Dve loads. 9) Tttis truss requires plate inspection pO/' the Tooth Count Method when this truls Is chosog for Wl,lilY auullVlco inspeetlon, ContLnuedon page2 ... .. ... .. . . .. . . .. .. .. .. .. .. .. . .. . .... .... .. I EXPIRATION DATE: 06-30-06 I May 19,2005 A WARNING. v.r<iv d../gll para.....w... OM JU:.f.D lfO'tZS 0Jf rHIS AND l1'tCLl1D.&D IIlTU RU~CIl PAO& 1111.1413 ~ uu. Design voUd lor vie only wllh Mnek connecton. This deslgn Is based Ol"lly upon,.~. ~.. _. _.. Ihown. ond is lor (Ill indlvlduol buRdlr . comporlenl. Appllcoblllty 01 dellgn paromenlOf1ond properll"lcorpOftltlon 01 component is res~ibillty dtbVDdin~e~ner.~tnJu dlsil;; 'e~. oclnog lhown . b lor lotero! IUPpOrt ot Indlviduol web momberl only. AddlftOl'lal temporary broct'lg II insoA Itdblllty com lion is tit. c .0;> blllity 01 !tie erector. Addi"oncl pem10nent bracing 01 ltle overollll'Vclure is tile IlIlporlllbm"of foe t:fbDdi'lg ~i9ll.e1'. Jj"eIf. I ~tlctc~ T rdlng lobtlcollon, quoUIy controlltoroge. dellvorv. eroctiOll and brocing, consult A'-'l/Tlltl Q180llly C'MOS ,llYln C~.' 'fell, " ponont Solely lnlormglfon ovo~obl.lrom Trvu Plolttlnlftlule, 583 O'Onolrio Drive. Modls"'"'.153~9. . .. e. e. . 7171G;'ttnb;~k'Llno fill_ S1l1l110& . CllrlIltielghtl, CA. 951110 MiTek- , ' ['" I"'''' l5e12 H2O Rogu. Hutl 5)'Sl11ms, lI'Ic., o~ntl P.... OR 1iI1~Z1 11ruSS Iype CAL HIP SCISSOR 1~'rY I WMS VALLI:"'YlliI:l r 51. liPHINul'LD I Rlue12t5 2 Job Refel1lnca}Op..tiOnal" . _ 1l.200 'Apr2112aO~MI11k II'IOlIttnn,lIIC. WMI Mly 111l,J:4$:SI 'ZtIO~ Pig. 0: NOTES 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing atjoint{s) M, B considers parallel to grain value using ANSIITP11 angle to grain formula. Building designer should verify capacity of bearing surfllQl. 12) This truss is designed in accordance with the 2003 International Residential Code sedion. R502.11.1 and R802.10.2 and referenced standard ANSIITPI1: 13) Girder carries tie-in spans of ~from front girder and 6-0-0 from baekgirder.' , 14) Design assume. "x2 (flat orientation) purtins at oc spacing Indicated, fastened to truss TC wi 2-tOd nails, 15) Hanger(s) or other eonnedion deYiee(.) shall be provided sufficient to support concentrated toad(s) 480 Ib dOWflend 592 lb up at 25-11.9.snd 480 Ib down and 592 Ib up at 1447 on top chord. The designlseledion of such conneetlon device(s) is the responsibility of others, LOAD CASE{SI StandOtd 1) Snow: Lumber Increasec1.15. Plate Inaaase"l,15 Uniform Loads (pit) Vert: A-E=-604, I-M==-64. B-P==-20, M-P...20 Concentrated Loads (Ib) Vert: F=-480 V=-480 Trapezoidal Loads (pIt) Vert: e==-128-to-F".132, e...12a.1o-U...,92, U=-192-to-l"'128, J=-132.to-l=.128 . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . . .. . . . . .. .. . . . .. . ... . ... . .. A. 'w:su,;o'.'ve~ d~~"~"'ele'" ,,~~~;:"'.~''ar,~llI;AN;'~~~~'~~''~o.~.~;1'3 ~~'~u.' Dellgn veld lor Vie only wllh Mrrek conneclon. 1'hb dellgn II balltd oNv upon pcrometef'1lhown. end is lor en In.dlvlduol buildl"2 component. ApplleobKlIy ot dellgn pcramenlert and prOpel' Inc:orpcratlon 01 component II r11ll1<lf1$lbilly t1I bulldlnt delgner. r1bt IrvU dbl~lIr. !racing lnown . Is tor lalerollupport ot IndJo.oldvol web membllf'1 ONv. Addillonol temporgry brl;lc:*lg .lmu" It~lIIty dtlrin, cDnItn.lttlon Illite ""po!lblbllllty olltle erector. Addlllonal permonent bracing 01 the ovllrl;lD Ilrvctvre is the r11lpONlbill.ot.,. ~lIding dlIllgn...or ~1Jo1 ,vtl&C~rding ~~~~~:~~o:~ ~~~:~:t~~~~:~~'1~1~~~~D~~~~ ~~":~~~~~:l5J~l~C~~ DSJ.a II n~C.l 'r'dl~ CJmponenl _~ _ . ~A .. .. '17'77'G~.nb;ck.I.'~' . fiBl- Sutt.1Da CltM H.lghw, CA, &5010 MiTek- .. ,. ,I' IJOO j "'''' 8812 HZE I'IlI1I1I1 TN.I systelTll, Illc.., Grants PIli, 01'1 9T~21 . IINU .ype CAL HIP SCISSOR I~~ f' 1 WMS VALl.I:YI1ll5 T 5l SPI'IINGf-LO I R1S5812118 1 . Job Reference.fojltionell. . 8.200 .Apt212DIJ:i M/lU InouIlI1el, Inc. Will MI, 1110:"~:~lI200' Plgel ,.1.a.t). 1-3-0 ..~, "~I ~1" ..... 13-3-0 4-+10 ,..o.711-1l).9 0.&-7 3-1()'2 22-'.7 04-2.15 25-11.9 2&.&0 30-10.10 3-1l).2 o-e-7 4-+10 35-2.15 ...., 'Q.Il.O "~I Scar.. 1:71,5 o. 8.00112 5x8"/ F J 4xe= o 4x6= H 5.rlJ~ sxe" P 7xl0= o 5x8-::=' o 5xll'::: M o ;;; :; R .SxS'::; 3.00[12 N Sx8'::: [~ tlx12'::: ft.1,... ''''''' ,Q.Il.O ,o.a.o ~3.l).12 'Q.Il.O 6-11-4 &-3-13 0-&-0 6-6.() e.&-13 5-11.... Plate Offsets /XYI: IS:0-3-7.Edael. FO:0-3-0.0.3-01. rE:G-3-12.o-2-81. [I:0-3-12.0-2-811~:o-~:Hll. rM:D-3-7.Edg,~J,.l!':l:Q-4-o 0-3-41.IR:D-4.o.0-3-41 . LOADING (,'0 TelL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0,0 8CDl 10.0 LUMBER TOP CHORD SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TP12002 CSI TC 0.54 Be 0.73 VV8 0.71 (Matrix) DEFL in Vert(lL) -0.42 Vert(Tl) .(1.93 Horz(TL) 0.73 Wmd(ll) 0.32 BRACING TOP CHORO (Ioc) o-P o-P M P-Q I/defl >999 >510 nla >999 Ud 360 240 nla 240 PLATES MT20 GRIP 220/195 Weight: 223 Ib BOT CHORD WEBS WEDGE Left: 2 X 6'SYP No.2, Right: 2 X 6 SYP NO.2 2 X 4 OF NO.1 &Btr G -Except- E.12 X6 OF NO.2G 2X40FNo.1&BtrG 2X4DFStdG BOT CHORD WEBS Structural wood sheathing directly appHad or 2-6-10 oc purlins, except 2-0-0 oc purlins (3-4-0 max.): E.!. Rigid ceiling directly applied or 5-7.11 oc bracing. 1 Row at midpt G-Q, H-O with 2 X 4 OF Std G with 2 - 8d Common(.131"x2.5j nails and croll brace spacing of 12-0-0 oc, REACTIONS (Iblsize) B=1938/0-5-8, M=18111O-5-8 Max Horz B=502(load case 6) ~ Max UpliftB=-373(load ease 6), M=-338(load case 5) Max Grav8=2404(load case 2), M=2215(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/102, B-C=-5148/1103, C-S=-483411069, 0-5=-4851/1079, o-E=-415611049, E.F=-162/0, E_TI2..339211 033, G-T=-339211 033, G-H=-4775/1329, H.U=-34t0l757, I-U=-3410n57, I-J=-16210, I-K=-4177n20, K-V=-47211786, L-V=-4904n76, L-M=-5203lB18 B-R=-135214204, Q-R=-1254f3933, p.Q=-1409l4493, 0-P=-118614512, N.0=-497f3968, M-N=-628/42B9 C-R=-1631115, o-R=0I307, 0-0=-436/122, E-O=-29911561, G-O=-2201/573. G-P=;28311603, H-P=-540/1593, H.0=-2 t 90/852, 1-0=-33311556, K-0=-454/148, K.N=-281351, l-N=-191/137 BOT CHORD WEBS NOTES 1) Wind: ASCE 7-02; 100mph; h=25ft; TCOL=4.2psf; BCOl=6.0psf; Category II; Exp C: enclosad: MWFRS gable end zone; end vertical left and right exposed; lumber DOl=t .33 plate grip DOL=1.33. 2) Tell: ASCE 7.(12; Pf=25.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when thiCtnls is ctts~'qr qualil9 a:eurwf'ca inspection. 8) A plate rating reduction of 20% has been applied for the green lumber memtlers. .. . .. 9) eearin~ at joint(s) e, M considers parallel 10 grain value using ANSIITPI 1:ante 1 glJ'in fofrQula. euildtg ~es~ner should verify capacity of beanng surface. . . ... . .. 10) This truss is designed In accordance with the 2003 International Residential Code sections R502.1 t.1 and R802.10.2 and referenced standard AN5I1TPI1. 11) pesign assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/2-10d nails. ConlLnueClonpage2 .. . ... . . . .. ... .. .... . . .. .. .. .. .. .. .. . .. . .... .... .. I EXPIRATION DATE: 06-30-06 I May 19,2005 A WARNINO. V.rU'II duCgra pca....md.... and BUD NO'f'.S ON THIS AND lNcr..tmm JIlT&J[ RUUUC/t PAO$ Jt11.'1.'13 SUOJU:: UU, Dellgn VOijd'Of use only with Mrre~ connectOl1. Th~ deslQn II baled only upon parameters shown. and i3lor an Individual buldlng component. AppJlcobllly at delign parcmenters and PfOpet" incorporation 01 component Is felltQfllibiity ~ buildint deagner. rellNll dlJl~er. .-oc~ lhown . ~ 'Of lateral support 01 individual web members onty. Additional temporary braCli1g . ins... st.a:.llify dlIIin.conltnatlonllt., r'lIIIpaltiibRUty at the erector. Additional permanent bracing of !he overon IlnlCMe Is the nuponllblli!f, 0' tie laJildng c*lsigna,,-or gellilfkll g~#rItJt.rding tobflcotlon, quolity control, storage. de~efY. erection and bmc....g. consult Al4IIil/T.l QlIollty C"'~ DSII.S"'n.IC'" II'lIdI~ ~mpon.nl Sol.ty Inlo,mllilon avaIlable from Trull Plate Ins~tute. SSJ D'Onofrio Drive. Modll.,.:. '!' 53!19. ! . _: . _! ...! ..... '7111 Gtelnblck Llnl fill" SuftllCi Cltnla HIlghtt, CA. 115S1C MiTek- ., IJOD j '"'" Ge12 H2E RogUI Tru.. li)'ltemt, InC.. GIlIna P''', OR ~Jlj2T Ilru.. IYpe CAL HIP SCISSOR I~' Ie" IWMS VALLE,YIaIli) T lit, 6P~INGFLlJ 1 . _ _ .!.Qb-'~,!'f~l"!~j~otion81} 1i........I/<j)I....6..........,lklnGUSlnll,lIIC. WIG Mlyll 10:4tl:51200 R18sal2H P1gt2 LOAD CASE(Sj Standard . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . . .. . . . . ... .. . . . .. . ... . ... . .. A WAJlJ'fDfO. v..-w dulp ~e.......... Jt&.\D 1fOTU Olf 'l"BJS AtrD llfCLI1D&D IU1'U RUuua rAl3 1GI."""3 avou uS&. Oesign void lor \1M only ....11h Mrrek connec:IOI"I. Thill dlllgl'll$ bQstd only upon pc:ramllen shown. and is for on indMdual Appkobllty 01 design paromenlel1 and pn)pOl' ncQl1)Ol'OIIon 01 c:omponenl Is AIIJ:fDiIJIbIlty o~rfvner.1'\!t INss d" , Is lor Iolerol IUpport 01 ndIvldualwlb membenon/v. Addllonallempomrybtac_g.nsl,l".lIaeililyd_ J...., ~nls~r. eteCtor. Addlllonal pemlonenlbrocr,g ot Intr O'IeroIltrvcltn ill lhe re$pOOSlbli~ "'- btildhg d&signefl! iIbr~g~. labricatlon. q\IQ&1y C1:Introlltcwoge. d.....ery. .,.ctiOl'l and brocing, cOI'\$utl AN."''' Qhllly C~DSC"lndlCsg l't1lrl C Saltly Inlonnatlon ovaial:)le!rom Trvu Plate lrdtvt.. S83 O'QrtoIrlo Drive. ModIscIlt..,^%53~9. : .. .. . . . '171ici...'.nb.~~n. _. I" Sul,loa Cill'vIHlignll,CA,II5el0 MiTek- , ' " [JOB I In". H12 lMG~O _ Kog1,l.Tl1IUsya'IllI,IIIc',IJlRIIPaa,oRlIfiUl I~" r J WM3 VALU:YIl8~ T SI. SPFlINGf'W I Rll5Gl2tJ 2 Job Raf,l'!.t'1C8 {Qet!O~an~' _ 1l.200IAJlfZI211o.=illlJlt_UIClUl1l1n,LnC. W.a"'.yl'lD:4:i:~lilZOO:i PlIO' 1 '-"-13 >-0-13 8.00112 ~ ~ !SxlS~ M ad= H'Oxl0= J ~ :b12 II ,LOADING (pst) TClL 25.0 (Roof Snow=25.0) TCDL 7.0 BelL 0.0 BCOL 10.0 LUMBER TOP CHORD SPACING 2.0-.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003ITP12002 CSI TC 0.40 Be 0.78 we 0,62 (MBtrix) ~..~ 1'.1t-ll $o1().3 3-10-5 DEFL ~ (Ioc) Vdofl Ud PLATES GRIP Vert(LL) -0.05 H.I >999 360 MT20 2201195 VBrt(Tl) -0.11 H.I >999 240 Horz(TL) 0.03 G niB niB Wlnd(LL) 0.06 H-I >999 240 Weight: 1971b 4lA.'" ~v >-0-13 Plate Offsets fX.Y}: fA:0-3-9.Q..2-81. IH:0-3-8.o..5-01 2.2... 2 X '" OF NO,1 &Btr G -Except- C.F 2Xe OF NO.2 G BOT CHORO 2 X 8 DF No.2 G weBS 2 X '" OF Std G -Except- F-G 2 X 6 OF NO.2 G, F-H 2 X 6 OF No.2 G BRACING TOP CHQRO BOT CHORD JOINTS Structural wood sheathing ditectly applied or 4-10-1 oc purtlns, except end verticals, and 2.0-.0 DC purtlns (640 max.): C.F. Rigid ceinng directly applied or 10-0-0 oe bracing, 1 Brace at Jt(s): F REACTIONS (Ib/slze) A=592310-5-8, G=80561O-5-8 Max HorzA='1B(load case 6) 'Max UpliftA:z-2750(loacl case S), G=-3022(load case-Sf Max GravA"5976(load case 2), G=6153(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-8=-6006l3772, B-C=-6880J3381, C-D=-2BJO, C-K=-5601/291B, K-L=-5601/2916, E-L=-5801/2918, E.F"-SOO312463, F-GCJ-468512362 A.J=.3204/6570, I.J=-320416570,I-M=-204631S003, H-M-24831S003, G-H=-1581313 B-J=-59S/1417. 8-1....926/335. C-I=-11OB/2799, E-I=-56S11233, E.H=-104717049. F-H=-3148J6346 BOT CHORD WEBS NOTES 1) 2-pty truss to be connected together with O.131.x3- Nails as follows: Top chords connected as follows: 2 X 4 - 1 raw at 0.9-0 ce, 2 X 6.2 rows at 0-9-0 oe. Bottom ehords connected as follows: 2 X 8 - 2 rows at 0-7-0 00. Webs connected es follows: 2 X 4 . 1 rrNi at 0-9-0 at, 2 X 6 - 2 rows at 0-9-0 00. 2) All loads ere considered equalty applied to all plies, llXcept If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Wind: ASeE 7.02: 100mph; h=25ft; TCDl=4.2psf; BCDl=6.0pst; Category II: Exp C; enclosed; MWFRS gable end zone; end vertical left exposed; lumber DOl=1.33 plate grip DOl=1.33. 4) TCll: ASCE 7-02; Pf:z25.0 pst (flat roof snow); Category II; Exp C; Fully Exp.; CI=1.1 5) Unbalanced snow loads have been considered for this design, 6) Provide adequate drainage to prevent water ponding. . . 7) This truss has been designed for a 10.0 psf bottom chord live load noncoturfent witI arw~~er Iivllorjls.. . 8) This truss requires plate Inspection per the Tooth Count Method ...men this tlll.S is nSe<<l for quality astluranctt'inspectlon. 9) A plate rating reduction of 20llA has been applied for the green lumber me~b.ts.:: . . : . : 10) This truss is designed in accordance with the 2003 Intematlonal ResldenTI. todetlllCtllfW R502.11.1end Re02.1 0.2 and referenced standard ANSlfTPI 1. 11) Girder carries tie-In span(s): 40-0-0 from 0-0-0 to 12.11-8 12) (3lrder cerries hip end with 0-0-0 right side setback, 5-9-0 left side setback, and 5-9-0 end setb\~. Continued on page 2 ... .e. ..... .... . . . e . e . . .. .. . .. e... .... . . . . . .. . .. I EXPIRATION DATE: 06-30-06 I May 19,2005 A'II1A1l1111tO. v.rolJ\I 01..... ,...,.....t.......... R&tD a"01'~ Otr1'll1. AKDma.uD.ED IIn'U RU~ l'AG&Jf11.7413 BUORZ ~ Design veld'Of use only with MlTek n. ...__.__ Thb dedgnis based orIy UpOn pa'1:Imefen Ulown. and blOf on individual buldlf'lg compOnOnl. App6cobiityoldellgnparamenrencndpropet"...__..._.__._..clccmponentisrI1Jl1)t1llb11ty. . -.. ,- _.. ,"'tlr\l$ld!llg~r. clnglhown. is'Of laletalluppart ollndlvlduol web memben only. Addlllonc1Ilempomry brac.O I. ios.....II~lity dlmlPcOfUMlion II ~ ibilily 01 1M 1tnIC10f. AQdllIonal peI'l'nanenl brachg of !he overall slrvc!l.n lithe relpOnSlbllil'\liOf .. ~k:lhg dI$lg~. fty Q."~ ou/!dtlce ~ no labriccllon. qvafity control. Ilorage. detvory. erection and bradng. coruult ANIl/l'" ~ C~DS"I9~ndlllCSf'l11ftld C ponenl Scrlelylnfofmcrtlon avallabl"IromTNQPlalelN~tullt,5830.0n0trloOriYe,M~,v.9S3;J1l9. .. e . . . . AA A . .. .. .. . 7777G,.intllCllL.nl ail_ s,,,,,.. CllNIHligtrtl.CA.1l5S10 . . MiTek- " '. .... .. 1,,0 J"'''' ~12 MQRC RogUITI\l"S)'ltems,Inc.,lJl1InIlPlu,OflIl7l>21 I I Nil IYpe MONO tAL HIP I~~r J WMS VALU:YfU:l T Sl SPRIN~W I RllS5lS1211 2 Job ReferenctlJO,!lionall . B.20D'Apf282t10:lt.llnlklnGulnl,lnc. WtOMI~1" lt1:4:1:011200:l 1".,,'2 NOTES 13) Design assumes 4x2 (nat orientation) purtins at DC spacing indicated, fastened to truss TC wi 2-10d nalls, 14) Hanger(s) or other connection device(l) shall be provided sufficient 10 support concentrated load(s) 2611b down and 322 Ib up at !).4.12 on top chord. Th~ deSign/selection of such connection deviee(s) Is the responsibility of others. . LOAD CASE(S) Standard 1) Snow: Lumber Increaso::ll.15, Plate Increase=1.15 Uniform loads (pit) Vert: A-C=-64. C-D=-S4, C.F=-124, A-G=-831(F=-798, 8=-19) Concentrated Loads (lb) Vert: C=-261 . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . . .. . . . . .. .. . . . .. .' ... . ... . .. A 'lVAJU'IIlt'o. VerlJlI d~ po:&nlMa'UTIl 0lIld Jl&tD JJOTSS 011 'f'BlS AJfD llIa.UDUJ JflTU JlU&llDCJI: I'AO.s: II11.T413 BDOJt,E uu. Oeslgn void for uw ol'Iy wilh MIT,k COMeCton;, Thla dltDgn Is basltd oN( upon Parometel1lhown. CIl'ld II lor an IndMduol c APpllcabll1y 01 design porom.nl.f1 and propot'ncorporollonal camPOnonllsteSP'~ty O~.tt1nof~"""~1g . Islorlalofallupportollndlvldual......bm.mbonody. "'ddiliancdt.mporooybn:sclltgl<9i'l1lK"llo!Ilityd~oru . nls ro .reclor. Addilionalpormon.nlbracb'\garlMClYOf'CI5tn.1CI\K.lIlhollupensfblli~t""'b!'.Idi'lgd Ig ~ g g' .. Icbricallon, qua~1y control. Ilorago, d.lIvery. efOcllon ond bracing. COl'llull AN_IT"" QiJblly C~ria~si:, nd CS' I C Safoty lnlormatlan avaUablolrom TN" Plate toslllvle, 583 O'Onofrio Orlvo, Modld.:%S3T. 0 .. .. .. 0 .' ,.., , 1777 Q,.onDlldtLlno aul- SUI.lei CIINIH.lghll,CA.t5610 MiTek- Symbols PLArE lOCATION AND ORIENTATION ~.. r-: 13\ ~ . Center plate on joint unless x, y offsets are indicated. Dimensions are'in ft-in-sixteenths. Apply plates to both sides of truss and securefy seat. .~ 0..1/16' '. L~~ . For 4 x 2 orientation. locate I'\. plates 0-1,.," from outside edge of truss. . This symbol indicates the required direction of slots in connector plates. . Plale location detans available In MlTek 20/20 : software or upon request. PLATE SIZE " The first dimension is the width perpendicular to slots. Second dimension is the length parallel loslols, 4x4 LArERAl BRACING .t/ Indicated by symbol shown and/or by texl in the bracing section of the output. Use T. I or Eliminator bracing if indicated. BEARING 1~1\ ~ Indusby Standards: ANSIITPI1: National Design Specification for Metal Pia Ie Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, . BCSI1: Building Component Safety Information. Guide to Good Practice for Handling. Instamng & 8racing ot Metal Plate Connected Wood Trusses. Indicates location where bearings (supports) occur. Icons va/)' but reaction section indicates joint number where bearings occur. Numbering System 6-4-8 I dimensions shown in ft~r>-sixteenlhs 3 c,~ C>-> =< '8 BOTTOM CHORDS 7 6 JOINTS ARE GENERALLY NUMBERED/lfTI'ERED CLOCKWISE AROUND THE TRUSS STAmNG AT THE JOINT fARTHEST TO THE lEFT, CHORDS AND WEBS ARE IDENTIfiED BY END JOINT NUMBERS/lETTfRS, CONNECTOR PLATE CODE APPROVALS BOCA 96-31,95-43, 96-2()-I, 96-67, 84-32 ICBO S8CCI 4922,5243,5363,3907 9667,9730,9604B,951I,9432A .r MiTek- ...-.<T>.-- "J:l=l:'l~ 7, ;,r I~ Mrrek EngIneering Reference Sheet MII-7473 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal InJury 5 1. Additional stability bracing for truss system. e.g. diagonal or X-bracing. is always required. See BCSll. 2. Never exceed the design loading shown and never stack. materials on inadequatety braced trusses. 3. Provide copies of this truss design to the building designer. erection supervisor. property owner and all other interested parties. .-....- 4. Cut members to bear tightty against each other.. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint lOcations ore regulated by ANSI/TPII.' .. :.. . . ..lk.f. ..... 6. Design assumes trusses Wll Iae suitatJtl,-,,~tected frS'fl.. the environment in a~ore with A~~.Q?11: ... ...... .. 7. Unless otherwise notid. moisture content of lumbar.... sholl not exceed 19% at time of fa~~". . .. . . 8, Unless expressly not~ tljif~esign is "ot oilPlicotM G:>~.: use with fire retordantlor pr8Servat..~ J~ed lu~r!. ...... .... 9. Comber is 0 non-strucfl""~l <!onsideration and is t~.t! responsibility of truss fabncator. Gen.u jl)ractice I,t'p... comber for dead 10M~"~ction.. ..... .. .. ...... 10. Plate type. size. orientation and lo~~anens~IiSe.. . shown indicate minimum plating rectUlren~nts. 11. lumber used shall be of the species and size. and in all respects. equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing. or less. if no ceiling is instaned. unless otherwise noted. 14. Connections not shown are the responsibmty of others. 15. 00 not cut or alter truss member or plate without prior approval of 0 professional engineer. 16. Install and load verticalty unless indicated ofherwise. C 2004 MlTek8 f1.;' t' ~.~ , I G IV lZ-'" S' '/ro Lateral Engineering of Residential Strnctnre Lot 40 Mimosa Park Subdivison Springfield Oregon 2004 OSSC Seismic Design Category D Expires: 12/31/0") . Wind Speed = 100 mph (3 second gust) Wind Exposure B Snow Load = 25 psf. Floor Live Load = 40 psf. Roof Dead Load = 15 psf, Floor Dead Load = 10 psf, Allowable Soil Pressure = 1500 psf. Minimum Shearwall Nailing and Sheathing = 6"o,c, Panel Edges, 12"o,c. Field, Unblocked y," Plywood or 7116" OSB, 3d nails Minimum Roof and Floor Diaphragm Nailing and Sheathing = 6"o,c, Boundary and Panel Edges l2:'o,c 12"o,c, Field y," Plywood or 7/16" OSB 3d nails ~HEET INDEX: Cover Sheet D1 Detail L1-L6 Lateral Calculations V I Vertical Calculations Al Computer Printout ~,