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Home My WebLink AboutTRUSS SPECS (1) - 06-00399 - 647 Palmer Cir - New SFR23Qn0 s 10uh 3iiiia -_ t. T-6 E2 E2 c:s E26... P16E �2t0,0"0 r f DME 1-1 .ter. } s 10uh 3iiiia -_ t. T-6 E2 E2 c:s E26... P16E �2t0,0"0 r f DME 1-1 - - --------- �7 F q C _• -•i P= Yi. }die 1 -y, r ,� v y • $ µ'.',.Vi _ r I . • yj'•. 1 d. 5 e �� i�'^• +rj f f j A p b � s e r 4• ` c _ • •l- aJ�• i _ 3•• L •f r � � » r d f 1. _ :�� x t+�•."1• ' 9. L4 7 rg ION 4 a a I In, -.Ode A qw LA a � � s f, � .`�� " �� =..t . �: r ,�., -��°- i Joh s _ -® Trus 1808227 1 Al BMC WEST(IDAHOLLIDAHO -FL ,1[)83402 4 Tpry0 ROOF TRUSS 7 Job Reference (optipp I . a Inerr Inc. Fri Sep 15 14- .18- .05 I- 15�-1 - _ I I -- Scale} = 1:51.6 .J v 0 5x8 M 1120 a - - G 6X8 M 1120 10-2-0 .R_ o -- 1 -- 10-2-0 Plate : -1 Edge LOADING psf) SPACING TOLL 35.E�t F�Jat Increase 1.1.E T 0,79 DEFL ''�'e In (J) i C] L � . Lumber I rrcr�� 1-15 � �. � LLQ -0.23 �►- BOLL B CSL 0-0 7.0 Rep Strom I ncr YES I F 13 0.7 Vert(TL) TL �}� A -G = (Matti LUMBER - TOP CHORD 2 X 4 SFE 165OF 1.5E ) Wind-- ASCE 7-98; 0mph� h= ft., T DL=4. psf, B DL=L. f; Category 11; E IS BOT CHORD 2 X 4 SPF 165OF 1 _ Eenclosed; MWFRS gable end zone- cantilever left WEBS 2 X 4 SPF Stud/Std and right exposed; Lumber IDOL= 1'. 33 plate grip ORD ) This has. been designed grfor a '10.0 psf TO P CH bottom end live r r r, r -rent with Structural wood sheathing directly applied or - ,nth live des. ar oc purlins. 4) Defer to girder(s) for truce to BOT HOC nein_ Rigid ceiling dim applied or 10- k ing. ) Provide mechanical connection (by oars of ss to bearing plate capable of vviith tanning 277 REACTIONS �I h�i�� I b uPUft at joint A and 276 Ib WI d at jcint E_. 'i 4801 ani i ) This � signed in ac r nc with the E � 1480/Mechanical Max H 2003 International Residential Code motions F� .11.1 I 0 .1 . and referenced -320(lead standard ANSA 11. NOBS 1) Unbalanced ref five Ids have been cOnsidcTed for tNs design - Ft & 6X8 hal 1120 - Udefi >999 >682 a 10-2-0 U 0 -J - U PLATES 240 M1120 180 rt/a Weight: 115 lb GPJ 197/144 5x8 M 1120 :_ E - -276 ISI case ) LOAD CAS E() FORCES b Standard MaAfnurn Comp -re ior-Maximu Ten ion TOP CHORD _13 = -2231/404 -19" -D = -192-5/477 D -E = -22111399 B T CHORD A -G = _4M 1721 F -G = -1251131 E -F -219/1694 WEBS 6-G _ -596135-3 G -G_ -267f784 D=F = -572/347 NOBS 1) Unbalanced ref five Ids have been cOnsidcTed for tNs design - Ft & 6X8 hal 1120 - Udefi >999 >682 a 10-2-0 U 0 -J - U PLATES 240 M1120 180 rt/a Weight: 115 lb GPJ 197/144 5x8 M 1120 :_ E308227-6 A2I RAF TRU SS �BMG WEST (IDAHO FALLS), IDAHO FALLS ICS 83402 E a 7-6-0 15-0-0 l 6 IVII120 -- ty -0- -- Im 1`i _LJpb Reference - (njDtia .. 1 Ili elc r"°Usu ft -4, Jnr. Fn Sep Is -14 - 1 8:0b 2006 Page 1 0-6-0 7-6-0 &]11y I 0- Flats its LOADING (ps TOLL _0 TDL 7-0 BOLL OLO BL 7 - 1.5x4 IVIJI20 f I 760 SPACING Plates Increase 1.1 Lumber Increase 1.1 Rep h-ess rocs Code IRC2003ITP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF i_ F BOY CHORD 2 X 4 SPF 1F 1,5E 'ESWESS 2 X 4 SPF Stud/Std BRACING T P H R Structural wood sheathing directly applied or -6- ac purlins, BOT H RD Rigid oeiling direr applied ar I0-u'c bracing. EBS 1 how at midpt B -Ha F -H, -hf, -H REACTIONS (1'si) F MaxHarz z Max Uplift A F 161 161 in E t _ f ,. 13( load case 4) -277( Int case 5 (Goad case ) FORCES (lb) Maximum Cornpression/Nbximum Tension TOP H RDS -1 _ -2287/398 = -11363 -D T -1 1 /W. D -F -1566/363 -F -2287/398 130THORD Horn) -1 i -396/1762 H-1 =39&1760 -H = _21711760 F- T -21611762 E BS -1 = 0126 _H _ -7,9l E -H = -73W334 E- -H -25W54 H 4x12 MI[20= 15-3-0 a 9-0 CSI Ud n DEQ TC 0.7 >9% (LL) BG O61 >99 VeNTL) VVB 0-45 (Max) k Horn) EB D -H = -2581754, NOTES 1) Unbalanced ref liv-e loads have been cionsidered for ft design. Wird: ASCE 7-98F ph- h= f#: T DL . p -, BGD1. . p f, Category II a Exp C; enc d; MWMkala end zone cantilever left a ht } Lumr DOL=1.3 plate dp D L=1 Z1 , provide adequate drainage to prevent water ponding. This truss has been designed for a 10-0 psf bottorn chord live rel nonconcument vvM any other I ive loads_ The following g imrrt(s) require plate inspection per the Tooth Count Method when this trust is chosefl for quality assurance inspection: r,. Defer to girder(s) for truss to truss connedions- 7) P amide rTechanic l oonnecfion (by per's) of buss to bearing plate capable of wthstanding 277 ib uplift at joint A and 2T7 1b uplift at joint F_ This truss is designed in a=rdance with the 2003 International Residential Coda sections R502.1 1 -1 and R802.1 .1 . and referenced standard ANSaPI1. LOAD CASE(S) tarx1ard G 1.5.4 MI120 11 -- 30-6-0 in (1 ) Ud n Ud -0-1 -J >9% 240 -8 -1 >99 10 0,09 F rVa n/a PLATES GRIP M1120 197/144 i Weight: 130 lb Scale = 1:53, W M1120-- A I� 14 V- - Tru # ESI J' T 1DAH10 FALLS), VA -I FALLS,ID 83402 r J Tn: Ss Type I ROOF TRUSS 1 -- S-G-0 5X6 ISI 120 o. C 4-6-0 5x6 MIL20= 0 -- . ,fob Reference 6.2-00 s Feb 21 2005 MiTek Ind u:strjw3. 24-0-0 30-6-0 6-6-0 6-6-0 15 14,18:06 5X8 M,1120y i 1.5x4 1,1120 11 - - —— mate 't �� C - - , a _,0-3-0f. [C:0-3-00--3-42 IF- -_ LOADING (psf) SPACING 2-0-0 CS1 YELL I E� in II�ft Ud �.0 Plates Increase 1.15 _ T DL 7. .�,r er I rreree 1.1 55 Vert(LQ -0,11 I -I -I 999 240 B 0- 3 e LL 0_�: � p tri 1r-rc- E�� 0.7 B CCS L 7.0 I l t10 IitrTL _ F e e (matrix) F LUMISER TOP CHORD 2 X 4 SPF 65OF 1.5E SOT CHORD 2 X 4 SPF 166OF 1 r5 F WEBS 2 X 4 SPF to td SPACING TO P H ORD StrUCtural Wood sheathing difectly applied or -0 oc purlins BOT HOR Rigid ceiling direGfly applied or 10-0-0 oc bracing. EB 1 Raw at midpt -H FORCES (1b MaAmum COMPression/Maximurr Tension TOP CHORD -13 = 1488/Mechanical F — 1488/Mechanicaf Max Hor -1304)348 A. - -271 (load ease Max uplift -23=389, 80T CHORD -6(fd ease ) F - -6ld case FORCES (1b MaAmum COMPression/Maximurr Tension TOP CHORD -13 = -2330/389 = -172 -D = -1304)348 D -E = -1731/336 E -P w -23=389, 80T CHORD -J -380/1814 1-1 -38011812 H-1 = -1W1303 -H -2-25(1811 l`- _ -224/1813 ''EBS 8-1 = 01244 B-1 -616/290 -I = -116/422 = -25'1259 D -H = -1 .0423 SIS E- _ -6141290 F 014- NOTES '1) Unbalanced MOf live loads have been considered for this des n, Wind: ASCE 7-98; 90rrph: h= 5ft; T DL_=4.2psf; B ILL=4_ fw Category f; Exp c, enci ed; II !geb1a and zone; cantifever left and right eked - Lember DOL= 1 .33 plate grip Provide adequate drainage W Prevent water ponding, This buw has been designed for e 10.0 psf @ttOr n mrd live load nunwnctirrefit vvith any ether Imre loads_ Refer to girder(s) fbr truss to truss nneclJons. Provide roe hart C ne tion (by others) of truss to bFaaririg plate capable of with:staminq 265 lb da ft at joint A ard 26511 uplift at' int F. 7) This mss is des. gned in aocordanoe vAth the 2W3 IntemaConal Residential l Code sections 852.11.1 and R80.2. 10.2 and r fer r to ndard ANSI/TPI 1. LOAD CASE(S) Stated G 1.5X4 M1120 I I -- —— PLATES 11120 eig hL 132 lb RI 1971144 U3 11:,�— 1:53.4 LOW Truss T iJob Ply100 1 B08227-6 :ROOFTRUSS BMC W EST (I DAHO FALLS), I DAHO FALLS, I D 83402 6.20G s Feb 212'005 MiTek Jr+ r tr , Inc..Frf Sep 15 14:1&-06 0 7-0�O - 14-0-0 22-6-0 1-6-0 7-0-o 7X8 M 1120 54 X11120 - - . D E M11 -- 15 28-0-0 33-6-0 i 5X6 11I= --� 5x8 M 11 14-0-0 15-7-4 1 - 2- 3-- $ Plate offsets_ = 1 � J, LOADING T LL 5_ in (1 Vdefl d ETES GRIP TCDL 7.0 Lura I n r 1.1 ' 0 Vert(ILL) J- 999 240 X11120 197/144 IJLL 0.0 i Rep ff� In YES BCDL'. ode IRC2002VTP]2002 LUMBER TOP 1� D SPF 16,50F 1.5E F T CHORD 4 PF 1 5OF I_ E* Except* B 4 SPP ttudf td WEBS SPFtu'td *It* 4 SPF 1 650 F 1.E 4 P �] F1'.517 BRACING TOIL HOOD r Structural d Sheathingdirty applied or 3-9-14 o ;paurlins_ B T t� D Rigid cei ling d i redly app lied or 10-0-0 cc brei ng, Except: 6-0-0 oubracing-- L-l�'If -t`. 1 R t d E - WEA 1 Row at mid pt -F D-7 E -J >S (siz ) H B Max Horz E - Max Uplift H B 16 1 1 han l 1783/0-5-8 -57(luarl case 7 (fond case ) FORCE (1b aldm �-Mpression/Ma irrrum Tension T P H RD -B = 0174 IQ -2494'389 W6 -1894/35 D -E = -1.14'1 ETF = -16711342 P— = �i 135 -H = r� 8 BOT CHORD = 0/250 B -N = -425/1923 I' -I 1OX10 M112Q- -M o A �- -- E = f 1 47 5x8IVII I132 '. 3x8 MII20._ 5* = - �4 5x8 MIl2D� N M M1120-- L 5X6 11I= --� 5x8 M 11 14-0-0 15-7-4 1 - 2- 3-- $ Plate offsets_ = 1 � J, LOADING T LL 5_ in (1 Vdefl d ETES GRIP TCDL 7.0 Lura I n r 1.1 ' 0 Vert(ILL) J- 999 240 X11120 197/144 IJLL 0.0 i Rep ff� In YES BCDL'. ode IRC2002VTP]2002 LUMBER TOP 1� D SPF 16,50F 1.5E F T CHORD 4 PF 1 5OF I_ E* Except* B 4 SPP ttudf td WEBS SPFtu'td *It* 4 SPF 1 650 F 1.E 4 P �] F1'.517 BRACING TOIL HOOD r Structural d Sheathingdirty applied or 3-9-14 o ;paurlins_ B T t� D Rigid cei ling d i redly app lied or 10-0-0 cc brei ng, Except: 6-0-0 oubracing-- L-l�'If -t`. 1 R t d E - WEA 1 Row at mid pt -F D-7 E -J >S (siz ) H B Max Horz E - Max Uplift H B 16 1 1 han l 1783/0-5-8 -57(luarl case 7 (fond case ) FORCE (1b aldm �-Mpression/Ma irrrum Tension T P H RD -B = 0174 B-- ' -2494'389 -D = -1894/35 D -E = -1.14'1 ETF = -16711342 P— = -21241339 -H = -25971386 BOT CHORD = 0/250 B -N = -425/1923 I' -I 426/192-2 WB 0,83 (matte) L- = -37/64 -L = -5810 B- = -424/378 J -I = -410/1977 1-i = -237/2046 H4 = -23712046 WEBS C-1 = 0/250 -595/278 D- = -16241364 -M = -471/2478 �- ;---45512271 E = f 1 47 FJ = - �4 -1 = 01182 NOTES 1 ) �d roof rive Ica& have been considerl for this sign, Wind: AS GE 7- 90mph; h=251 ; [ T L==4. , } E C :L f or 11; Exp; er1clo�I'�1; FI gableend zone cantilever left and right ex ed ; LumberDOL::--1,33 plate grip DOL=1 .. Provide ide ad uab� drainage t prevent grater pormli This truss has been designed for 10-0 psf bottom chord live load non n nt � any other I ve loads. 6) Defer to girder(s) for gess to truss connections. 6 ProvideChani l neon (h others) of toss to bearing plate pa ��i 257 Ib uplift at joint H and 379 1 � at joint B. T) This 1 i d in a rdan with the W3 Inte t nal ReSi nti l Code sections R502A `1 I and R802-10.2 and referenced standard ANS I/TPI 1. eI J -I Horz(TL) 0.22 H LOAD CASE(S) Standard >999 180 rrla rVia 'ht: 161 l Kim 91 She = 1.62.4 T 0-� Truce Truss Type. B08227-6 JA5 IROOFTRUSS 9I_ . W EST (IDH _FALLS_), I-DAHO FALLS, ID 40 p 71 3-0-0 7-6-0 12-0-0 1-- .-- 4--0 -_, 5x6 11 19 75-7-8 20-0-12 3-7-8 4-5-4 3x4 M1120. R [ F Qty pay 3x4 X1110 — 0 f Job Reference (optional r F 2066 MiTek Industries'. Inc. Fri- ---1 hep 1�14: � 8_0�` 200—page 2 -t)- i -33 0 -6-0 -- 4 -6 -0 - S I120—_ U 5X8M11. i1 N111120-- - 1.5x4 M1120 ik j 54 M1 1? t ��,��1-. -5-8 1-6-0 -16 1-6-0 - Plate Y 1 �i.F wlyil0'�aa— is .- _-_ J _J c -17�_, - E 9- - Hai- 11 - . 1 �. LOADING (psf) SPACING 2-0-0 D -E = -2259/466 `CLL a DI Plates Increase 1-1 TC 0.42 _2 Y5 1 Vert(LL)T . tLB B 0a0 � L�r�n�er Increase 1,15 Rep Stress Inc r E, 0-66 Vert(TL) B DL 7.0 Code I 00 fTl�l� f Harz(TL) LUMBER TOP CHORD 2 X 4 PF 165OF 1,5E BOTCHORD 2 X 4 SPF 165OF 1.5E * pt# 135 2 X 4 SPF StucVStd WEBS 2 X 4 SPF StudVStd #Exert* 4 2 X 4 SPF 1F 1�F BRACING TOP H RD Structural wood sheathing directly applied or3-3-4 BOT HOOD Rigid gig! i lire g directly applied or - bracing REACTIONS(l b/size): J _ 1623/Mechanical B178310-5,.8 Max Hort B load case 4) M3X lift J -238(load case ) B _ -363(d case ) FORCES (1b) l imumpression/maximu 'n Tension TOP ISD -B = 4 B -C = -25,19/381 -D = -3T7WJ1 D -E = -2259/466 F -F = -226191524 F- = _2 Y5 1 ' -H = -1797/354 E-0, -2280/385 - _ ;2561/408 BOT CHORD = A3&1874 B_Q = -516/1%0 P = -091W9 Q_P = -583/22,82 N- -3011 = 7510 L -M = 0127 F --L = -382J'185 Nf 51 P -L = -5042196 J -K = -4 WEBS L >999 = -16131388 -P = -198/1039 -E _ -250/1212 0.19 - E-0, -110/147 E -L _ -282J981 L-0 = A3&1874 L -E _ '1 -L -67/240 G = -780/331 H = -12-91828 1-K = -3131213 ITE 1) Unbalance rod lige locals have !y en considered fOr this design. Wind- ASCS 7-98; 90m,ph; h= Sft, T [ L=4.2psfp B DL=4. f; Category 11; Expr encJ i; SFR I -endone cantilever left and right exposedLumber r DOLS=1.33 plate grip D01 -z-133., Provide adequate drainage to prevent water I- 4) This trtm his been desig fora 10-0 psf bottorn chord live load ncnnrrntany Other lire leads. Refer togirder(s) for truss to truss n tons- . Provide mechanical 0onnect on (by others) of mss to bearing pl ate capable of withstanding 238 Ib uplift at joint J and 363 1b uplift at joint B. -0 This truss is designed in accordance th the 2003 Intemiafional Residential Gode diens 8502.11.1 and R802.10-2 and referenced star rd AN#fTPI 1. LOAD A) Standard 24-6-033_6- _ 8.10,89-0-0 in Om) Udefi Ud -D-20 L >999 240 0.19 J n1a ria F- Scale- 1:62A C C3 46 r PLATES P M1120 1971144 Weight: 160 Ib Joh _ --Tf .. -- '808227 `A BMC WEST IDAHO FALLS), JDAH FALLS, « I -Q Truss Type IF TRUSS I - 0-0e 2-6-0 13-3-8 � -- X6 1111120 - Qty I_Bl I 11 � "I I'Job Reference(Oon�l._ _ 6,200 Feb 2120015 T- ek fndu tr1 , frlc, F --r —Sep --1-5 19-10-12-- 1-_ 5x8 M 1120 =1.5x4 M11 w SA M 1120 F•-- 5X8 Ml'2"- ` 00 i 1 11 5X10 lVI1120-- 1I M M] 120 — L Scala: = 1:66.0 t 2-- Pule � (X,Y)-. [13:0-1-10,17-dgel, 6-7-4 947-0 LOADING (psi I SPACING - I- T LL 35,EY Clete Increase 1.15 TC 0. DEFL in J ) fd PLATES RI FT DL 7,0 Lumber Increase � � -0� -M 240 M1120 197/14 .�� _ -B 1 0.0 Rep treez-z Iner Vr-c I >901 180 LUMBER TOP CHORD 2 X 4 SPF 15F I_5F BOT CHORD 2 X 4 SPIE 165OF `1- E SLIDER BRACING TOP CHORD Structural WOOd sheatNng directly applied or -0-11 pu l4fr - BOT HOF[ Rigid ceiling diredly applied Of 7-9-15 bracing. ES 1 Row at d pt F -N REACTIONS (1, sL-!:e) K= B _ Max Hort B Max uplift B _ 1753/Mechanical 11 0(Ieed case 4) - 1 (luad case 3 -(load case ) FORCES (1) MaAmur CerrPre urVMaAM m Tension TOR CHORD A -B 0174 B- _ -27401508 ———_ -41291910 D -E = — Truss Type IF TRUSS I - 0-0e 2-6-0 13-3-8 � -- X6 1111120 - Qty I_Bl I 11 � "I I'Job Reference(Oon�l._ _ 6,200 Feb 2120015 T- ek fndu tr1 , frlc, F --r —Sep --1-5 19-10-12-- 1-_ 5x8 M 1120 =1.5x4 M11 w SA M 1120 F•-- 5X8 Ml'2"- ` 00 i 1 11 5X10 lVI1120-- 1I M M] 120 — L Scala: = 1:66.0 t 2-- Pule � (X,Y)-. [13:0-1-10,17-dgel, 6-7-4 947-0 LOADING (psi I SPACING - I- T LL 35,EY Clete Increase 1.15 TC 0. DEFL in J ) fd PLATES RI FT DL 7,0 Lumber Increase � � -0� -M 240 M1120 197/14 .�� _ -B 1 0.0 Rep treez-z Iner Vr-c I >901 180 LUMBER TOP CHORD 2 X 4 SPF 15F I_5F BOT CHORD 2 X 4 SPIE 165OF `1- E SLIDER BRACING TOP CHORD Structural WOOd sheatNng directly applied or -0-11 pu l4fr - BOT HOF[ Rigid ceiling diredly applied Of 7-9-15 bracing. ES 1 Row at d pt F -N REACTIONS (1, sL-!:e) K= B _ Max Hort B Max uplift B _ 1753/Mechanical 11 0(Ieed case 4) - 1 (luad case 3 -(load case ) FORCES (1) MaAmur CerrPre urVMaAM m Tension TOR CHORD A -B 0174 B- _ -27401508 -D = -41291910 D -E = -25211604 E -F -2441/606 F-' = .-240715M -H = -2410/587 H-1 = -2364/5-15 1-1 _ -25471522 - -26601502 BOT CHORD = -1373/391 P -Q= -543,3121:39 P- _ -82413152 O -P = -671/2500 H- _ = ?521302 ts u.tsu Horz(TL). e (Matrix) BOT CHORD M - _ -589}2257 L -M = -3451 1-L - -357/2065 r B -Q _ -18261468 -P -236/1129 D`_ P = -28&1327 D-0 = -610/236 F- -287/1262 F- _ -177f755 I` -H = -1373/391 1=-1I -160/43 -1 = -6N9 H -M = -341/M H -L = ?521302 1-L -210/206 NOTES 1) Unbalap ro& rive leads have been considered for this design. )Wind: ASCE 7-98, 90mph; h= ,eft; T C L sf; E L= . psf, # 11# Exp C; encic)sed; MVVFRtyle enol zort r cantilever Ieft and rigtit e p ed ; Lumbff DOL=1.33 plate lyrip DOL=1,33 Provide adequate drainage to prevent water lnimg- 4 This trLw has been desig rl for a 10.0 psf bottom chord live load nim Wth .any other live 1rd. Refer togirder(s) for mss to toss enetions- Provide nrrachanical connec6on (by others) of mss to beadng plate capable of withstanding 312 lb uplift at joint K and 3571b upliff at joint a- 7) This truss is des gr 'in acm-rdance a-dancewith the 2003 Inte f enel Resklenfial Dade ins 8502.1 1.1 and R802.1 0and raf re ed standard IfTP( 1. LOAD ASJEO staxw e ra Weight: 170 )b L c Job Truss 130,8227.E JA7 WEST ('f-O:H � IDAHO FALL §, b 83402 1 60 30-0 8-0-0 1 1-6-0 1-0-0 5-0-0 8x14 MI1 BH Truce Tie ROOF TRUSS 13-3-8 � - 20-10-12 20-" Qty 0 j 91 I Jobeferen� tiona 6-200 s 1 Ililrek lrlsLrRo Ino. Sep 1 -1 808 le i A e D 4x8 !1120= 5X8 M11 E ff 5x8 M 1120 -- 8.00112 L 6X8 M110 5X8 IV!110 i 5X6 M1 120, 3x4 1111 3X4 N! 1120 -�- 20-10-12 Plate off -sets _p . _ - -4 _ Ea r 3a [G.-0-1-4,1-12], :0-1 0-1, rrGf _ LOADING (psf) SPACING 2-M T LS .[ 'DEFL- in (1 ) lld if E�'a,te Increase 1.1 PLATES ll T DL 7-BCLL 0.0 p rt(LL) -d. Lure Increase 1.15 B 0, M1120 1971144 Stress JnGr YES WB 1.00 Horzffl-) o-24 L >879 180 M1118H 141J138 LUMBER TOP ORE) 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 16-50F 1,5E WEBS 2 X 4 SPF Stud/Std SLIDER BRACING TOIL CHORD Structural wood sheathing direcEy applied or -11-6 ee purlins, 13T CHORD Rigid ceiling directly applied or 7-3-12 oc king REACTIONS (lb/size) I - 1753Y an irk Max Harz B- 1(ld case 4) In Max Uplift - I -7(d case ) 8 lead case 4) FORCES (1b Maximum m ornpreiur/Wxir urn Tension TOFF HOOD A`13 0174 B- _ -2760/61 -D - -4072/1056 D; -.E -3184/892 E -E -3000/829 1-- _ -3(M 1 d- -23351623 H-1 -26261599 BOT HD B -F = -62612158 O -P -a59/2961 D-0 -72812517 -H -729/251 L- = -961/2 K- L = -816'2847 J -K A26f i -i = -424/26 BOT CHORID 13-P = -626/2158 O -P - -85912961 N- -72a12517 '-1 i -72W2513 L- -61/- C -l- = -816/2847 d- = -42612042 1- = -4,W WEBS -P _ -1618/481 - w -291/1099 D-0 = -316/1174 D -N = 01188 D -M - /111 E -M - -310/1053 d ETL = -1 6M'1 E- _ -125/279 F -K = -727/357 = -49&1332 J ' 0/260 NOTES 1) Unbalancxad r0Qf live loads have been considered for this design - 2) Wind: ASCE 7-98; rnph fir= ft; TCDD- p f, E DL . p fr Categer Il; e+ -reedy � gable end zcn� n#�le�er !e�# Exp C- rifrt �'�ed ; Lumber DOL=1,;3 plate gdp DOL= 1.33- Provide adNuate drainage to prevent water ponding - 4) This truce has been desig ned for a 10.0 p sf ttorn ehol-d lire 10act nOncOncurrent with any uta live leads. Ah plates are MT20 motes unless o indicated. Thefallow'n int( ) require Plate irlqDecton per the TOOL Count Method when this ftuss is chosen for quality assu:rin pian. L. 7 Refer to it -der( ) for t€rte to truss Provide mechanical connection (by Others) of tru8s to bearing Plate capable of withstanding I upl N at joint I and 399 ih uplift at joint B. This truSS is designed In a rdar�ce with to .2003 International Residential Code tion R502.1 1,1 and R802.10.2 and referenced standard N I/'fP11 LOAD ASE() Standard Weil ht; 1 Ih e = 1-.66.0 Job Truss aos227-6 iAsl BMC WEST (JDAH0 FALLS), IDA:I--i FALLS, ID 83402 -- Tfri�tom- - ROOFTRUSS 0 6.200 s Feb 21 2GO5 MiTek industries, lar,, Fri SBP 15 14:18-08 2OW gage I - 1 - -�- 0 180 33-6- 8X10 Mill 8H I r E 8 M1120-- Plate Offsets— es �. - -E -F—' G--0- -0: q:: P 17 T2:. 1"I 4 LOADING (psf) SPACING 2-0-0 LL 35.0 Plates Incre 1.15 T DL 7-0 Lumber increase 7.1 E LL 0.0Rep Strom Irmi- YES B D L 7.0 Cede iRC20031TP12002 LUBE TOP CHORD 2 X 4 PF +1 5OF 1. F VVEBS BOT CHORD 4 CDC I f) F '0k0- -0 t CSF TC 0.71 BG 4.52 W8 U_79 (Matrix) 1.0E E -J = -2W91 7 SBS 2 X 4 SPF Stud/Std *Ext* F -J =X281 W8 2 X 4 SPF 165OF 1,,5E F -I =-')A-71-1 � 13RACING TOP CHORD Structural wood sheathing dirty applied or 4--1-7 ac purl ins, except end vertk�W. BOTCHORD Rigid ceiling diretfly appNed or 9-8-9 oc bracing. F1 1 Rcw at midpt -J, F -J REACTIONS Ib[ie) B - 1779/0-5,--8 H �- 1 Max Hort B - 396(bad case ) Max Uplift B - -401 (bad case H _ -(fd ,ase FORCES (1b) Ma)dmUM CbmpressiordVlaxirnum Tension T P H FSC -1 = D B- = -2499/442 C- D -2247/488 D -E -1481/39 E -F -15321402 F -G -1822/328 `H = -1 557/311 BOT H ORD F-1nrz(TL) B -I _ -53711941 J-1 = -349115-30 1-1 -19511377 H-1 = -BM06 WEBS C -K = -34.8 C�� = 41471520 J�- •� J ._ —722J347 -1 - -163/1216 NOTES 1) Unbalanced rca rive loads have been cx)nsidemd for this wig n- Wind: ASC F 7-; h=ft TCtL=. L.tory I I Exp C; enclosed: MVVFRS gable end zone eant#le rer Int and right exposed; Lumber DL,1..33 ate Snip DOL=1.33. 3) This truss 1428 been designed for n psf bottom mrd live load nonconcurrent with any cdier Irve loads. 4) I pian; are 0 plates unle other - indi ted. Provide mechanical connecfion (by Others) of truss to bearing Plate ale of withstanding g 401 It) uplift at joint B and 285 Ib uplift at joint H� This truss Is designed in accordance 2003 Int mational REidential Code bion R502-1 1.1 and 880..19.2 arid referenced standard A l 1 1. LOAD .EO Standard 6A M11120= 1 5X8 11120= 25-10-8 _ -- -- 7TH` - DEFL 'In 000 11defl Ud Vert(LL) - .18 J -K >999 241D F-1nrz(TL) 0.07 H r/a rda FOLATES M1120 Ml 11 8H Weight 1% lb GRJP 1971144 141.138 scae = 1:58.8 H 4X4 M112D I 1 Job ITruss_ 8087 BMC WEST (IDAHO FALLS), IDAHO FALLS, iD 83402- Truss Type R TRUSS 5-11-2 11-10.3 --r Km 91 6 Y I g 11 i ,gyp% Reference _ F0 Ti lrdusWes, I . Fri Sep 15 1418.-G9 0 Page i 1 -8-112 26-1-6 33-6-0 mg fV4t X f E P --1 5X8 M11 0 --- 9-1-8 18-3-0 e N il� pin ate Oftets dgel I , p: -=1 t } -- :1-3-10, LOADING (psf) SPACING 2- TOLL 35.Encrease � 1.15 TC OV DEFL in (lac) 11dafl U T DL 7-0 r`kLL) -0,13 B -L � 240 Lumber increase _ I 0.50 B 0. Rep Strom Incr YES TL -L >999 1 E L _ I ,_ -� 1 Code WPI a LUMBER TOP CHORD 2 X 4 SPF 165OF I_ E BOT CHORD 2 X 4 SIDE 165OF 1 _E WEBS 2 X 4 SPF StuCVStd -Except- W8 4 SPF 16WF 1 _ rz BRACING TCP CHORD Structural wood sheathing directly applied or -1-9 puffins, except end verticals. BOT MOD Rigid ceiling directly applied or g-" oc bring. WEBS 1 Row at midpt -.1, F-, - ACTIONS Isize B - 1779/0-5,,S 1 - Max i--iar a - 387(foad case 4 Max Uplift B _ -990d Case 5) I-8(lead case FORCES (lb) Max'mum COMPressiOnJMaxirnum Tension TOP ISO I D A- _ 0T74 B -C _ -2490/446 C -D = -2184/451 [-E = -1489/386 E -F = -1143/37 F- = -1538/389 H = -1814/323 H-1 AW1307 BOT IIID B -L - -5W1 936 I -L = _348/1558 J -K = -189/1375 I -i = -80/191 WEBS -L = -376/238 D -L = -1081452 - -707/334 E -K = -27517 4 -417/264 z -211 H -J = -160/1233 NOTES 1) Unbalanced f Five roads have considered for M design. Wind, ASCE 7-98; -90mph; h= ft; T DL .2psf► B DL , -, Category fl- Exp ; encJosied; QRS gable end zone,ti" and right e)posed ; Lumbar COOL=1.33 ate gnp DOL=1.3. Provide moats drainage to Prevent water ponding. This truss has been dir r a t. boom chord live load nonconcurnant, #h any +ether live 1- 5) The following Joint(s) req u ire plate inspection per the Toth Giant Method when this truss i chosen fbr quality assurance igen: E and H, Provide Medlanical connecton other) of truss to bearing plate capable of s tar ing 399 ib uplift at Joint B and 282 l uplift: at joint I. 7) This Cuss is designed in erg Mth the W3 International Residential Code sections 8502.1+1.1 and- R802.10.2 and referenced stated ANSI/TP I 1 LOAD CASE(S) Standard J 3X8 M1120 -- Stele = 1, g. 8 nil X4M1120IJ 7---1 PLATES M1120 WeighL 168 1 b GRIP 1971144 Job Truss JBW227-6 F3MG WEST 00AHF ), IDAHO FALLS. 1D iD - Truss Type JRooFrRuss --0 13-0 - L- Q QtY Ply 0 0_. - 1 1 r Job I eferen _ 2 raj 1 . Fib MiTek 1%a Ir 1514:18-09 .— 17-6-0 25-6-0 4112 ISI! -- She = 1--59. -- 1- 13-0-0� 17-6-o "et 3AM112D= 5X8 1111= 25-633 -0-6-0 �. ------- LOADING PIING CSI - - . 'CLL 35.0 ! Plates Increase 1A5 DEF`L tri (10G) V f` Lid P` " ES TCDL 7.0 Lumber Increase 1-1:5 BOLL 0.0 I Rep Stress I BG 54 Vel) -0.27 F -H >999 1 � jadc I �-��WB 77 Horz(TL 0,08 .F a a � 7-0_I �� (Matrix) LUMBER WeighL 165 lb TOP O 4 PI= 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E 'WEBS 4 SPF to td *u t* BRACING TOP H E D Structural d sheathing directly a.ppl I d or 3-X3 oc purlins, exempt end vertical:, BOTCHORD Frigid ceiling dirty applied or 10-0-0 ocbracing. WEBS 1 Row at rnidpt RFEACTIONS p L 161910-5-8 F = 1:77910-,9-8 Max 77910 - ax Hort L - -7(d case 3) MaxUplift L = -271 (road case ) F _ -391(l ad case 6) FORCES (1b) VlaxlmUm C0FnPresSi0TVMaYjrrurn Tension T F HORD -8 = -17,69/304 - - -1616/W O -D -1287/382 D -E -1742J354 E -F 6) Truss Type JRooFrRuss --0 13-0 - L- Q QtY Ply 0 0_. - 1 1 r Job I eferen _ 2 raj 1 . Fib MiTek 1%a Ir 1514:18-09 .— 17-6-0 25-6-0 4112 ISI! -- She = 1--59. -- 1- 13-0-0� 17-6-o "et 3AM112D= 5X8 1111= 25-633 -0-6-0 �. ------- LOADING PIING CSI - - . 'CLL 35.0 ! Plates Increase 1A5 DEF`L tri (10G) V f` Lid P` " ES TCDL 7.0 Lumber Increase 1-1:5 BOLL 0.0 I Rep Stress I BG 54 Vel) -0.27 F -H >999 1 � jadc I �-��WB 77 Horz(TL 0,08 .F a a � 7-0_I �� (Matrix) LUMBER WeighL 165 lb TOP O 4 PI= 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E 'WEBS 4 SPF to td *u t* BRACING TOP H E D Structural d sheathing directly a.ppl I d or 3-X3 oc purlins, exempt end vertical:, BOTCHORD Frigid ceiling dirty applied or 10-0-0 ocbracing. WEBS 1 Row at rnidpt RFEACTIONS p L 161910-5-8 F = 1:77910-,9-8 Max 77910 - ax Hort L - -7(d case 3) MaxUplift L = -271 (road case ) F _ -391(l ad case 6) FORCES (1b) VlaxlmUm C0FnPresSi0TVMaYjrrurn Tension T F HORD -8 = -17,69/304 - - -1616/W O -D -1287/382 D -E -1742J354 E -F -2460/405 F- - 04 -L = -1566292 130T CHORD -L -290f71 J, = -260/1357 1-1 = -16411214 H -I -16711861 I`- _ -16&1882 WFC S -K -328f108 B -J = -269/222 = -119/266 '1 = -196/41,3 N _ _9WW E-1 = -7333 E -H = 01297 - l = -145/1274 NOTES 1) Unbalanced rpt live Ice& have been eared for this design, )W+ d. ASCE � r -gomph; h=25 -ft; 1 -FI gable � - �r Laft and fight used Lump DOL=!1.3 grip, DOL=1.33_ 3 Frovide adequate drainage to prevent wafter Ponding. This truss has been designed for a 10.0 psf boWm chord live lead TkOMancurrent with any other live Ids. Provide mechanical connecbon (by ethers) of truss to bearing plate capable of withstanding 271 1b uplift at jint L and 391 Ib Upl t at joint. F_ This h -u is designed in a=rdance +with t 2003 Internaticmal Residengal oda suns 850231 1.1 and R8.02-10-2 and refer standard .NSVI-1711. LOAD CASE(S) Standard GRIP 1971144 C> s job Truss 1 B[7 JAS4 BMG WE (ID —--� L� IDAHO FALLS, IE) 8,340 5X 3X4 I Tieum Type ��_ r A 1 -- 4--0 I1 0= -0 E� A F y _...I 0 - J Reference (optbn' .200 8 Feb 212005 MiTek lndusb1es, Inc. Fri Sep 15 14:1&1 0 F .-Page 1 2--_ - 0-0 33 -6-D 7 -Q -Q 5-0-Q Stale _1:596 � 5-6-0 __ ....."— OAG IVIIIz -- X8 M1120—_ 1.5X4 M1120 11 __ i 19 CD A.� 8_6_0 Plate �. # A-0, � -1 _ .l1_ _,-_1.0--q--_.�_ _�_ 1, a�et-3 - - LOADING (per SPACING 2-0-0 �.� t T LL 35,0 Ple# s In a 1.1 EFL in (100 11delUd T D L 7yLut:r I 1.1 LL ! ReP Stress I ricr- YES BCDL 7.0 Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 1 65OF 1,5E 130T CHORD 2 X 4 S PF 1650 F 1.5 E WE13S 2 X 4 SPF Stud/Std *Except*. 8 2 X 4 SPF 165OF 1.5E BRACING TOPCHORD Structural wood sheathing directly 8PPlied Or 3-9-14 -14 CC purlins, except end vs. BOT H RD Frigid ceiling direr applied or1 - braing. WEBS 1 Row at nWpl D - K, E Jr F -i REACTIONS (It s -i e) 1619/0-5-8 - 1779/0-5-8 Max Hurt M - - 06(lca d ca ) Max Upfift 2(Ioad M 7(fd case FORCES (1b) Ma murn fpr 'OnMaArnurn Tension TOIL oR[D -B = -1 B -C = -16781324 -D = -1291/330 D -F = -1' 401 E- -581460 F- = -2487/3!91 `-H =W74 = 01232 - -1X74 BOT H RD L-1 = -2371321 `L -311/13W J- -24211433 1-i _1W1915 G. -J. - -153(1917 WEA B_L -432191 TG OZ9 BC 0.47 WB 0.78 (Matrix) B -K -1411189 CJS - -711429 D- = X244 -0- -284/236 E- -581460 F -i = -594/286 F-1 = 01232 -L = -13011289 NOTES 1)'nbafanc l r001` live loads have been considered fOr thiS design. Wind. ASCE 7-98; mph,- h-25& T C L= 4. p r I L= tegory 11; Exp Q enclosed ~ISS gee end zone; canfilevw and right eked ; Lumber DOL -1.33 plate grip ENOL -1.33. Provide acuate drainage to prevent ureter pondi . 4) This Cuss has been detsigned for a 10.0 psf L Qt m MOrd live load nonooncurrent vAth any other live Ids. Provide nnechanical connecton (key tithe ) of truss to bearing ;plate capatge Of Withstanding 255 lb a plift at joint, M and 378 ib upa ift at joint G. 6 This � is designed in a r with the 2003 Intemallonal ResidenNal Code s R502.1 and R802.10,2 and referencw standard ANS I/TTPI I . LOAD CABS E( ) Standard Vert(LL) -0.14 J -K > Vert(TL) -0- J -K >999 180 0.o8 G rVa n/a "rur M1120 197'144 Weight= 165 f b 6 1'1308227-6 S5 E3MC WEST (rD F .LL ), Iff,�H 1`ALES_ 3 � 4xz -- H o f •11 4-- Trial Type l ROOF TRUSS 5X6 M112,0-- 6-3-0 6-3- - D . __ P1 Y CF i 6.200 S Feb 21 20CL5 K Tek rum, lne_d 15 1,4.'-8.1 _e l 21 --27-6-0 � FAL -1700/327 -- -1343/310 -o-o -1 5M70 4x8 M 1-120T C 33-6 .r� 1-6-0 1:59.ro N= 1.. x4 M 1120 11 54 M1120=1.5x4 01120 _ ...�15-3-0, -1- - . Plate ts G:0-3-4. 24,-ff.-O:- 8 LOADING SPACING �- 0-0 TLL35-0Plates1,15 T DL 7.0 umber Increase i�iti LL 0.0 Rep Stress I rcr YEs BGDL 7.0 Code IR02003rrPI2002 LUMBER TOE CHORD 2 X 4 SPF 165OF 1,5E BOT H(DRD 2 X 4 SPF 1&50F 1.5E WEBS 2 X 4 SPF Stud/Std -*Ext* FBF 16F1� E BRACING TOP H RD Structural wood Sheathi rig d i reed y appl ied or 4-1- oc purlins., except encl verti-Cals. B T CHORD Rigid ceiling directly apphed or 10 - bang. WEBS 1 Row at mid pt D -L, D -J, F3.- l P-EACTiONS (lb/size) 16 1 1 1779/0-" Max Harz r -2640oad case 3) Max Uplift .(1d case ) G -362(load case 6) FORCES fib) Maximum C0mPressjcrVMaximum Tension TOP IBRD A-13 - � FAL -1700/327 -D = -1343/310 E _ -1 5M70 F -F - -0 1 x'392 F- _ -2511/382 H L 0/74 -1 = -2671101 BOT H RD I' -L - -36511714 -# = -36&1714 t -i ` -22-5/1944 -1 = -224/1946 WEBS -L = -1481349 -T'"0 6-3-0 -L j � FAL I� 0.4 I erk(LL) 'ATL 3.� = -31241 E -J +�''� � _ ��+1�trr�c� F -J l��arz�TL) F-1 = 0/20 13- -1691/26 -L -48/418 D -L -712/276 D-- = 0/203 D -i = -31241 E -J = -48/536 F -J s -469/233 F-1 = 0/20 13- -1691/26 NOTE 1) Unbalanced rnof live loads have been Wd Bred for this design, Wind: ASCE 7-98; ()mph; h=2 T DL=4-. p!sf; BCDL=4_2pst Gategoiry11; Exp enClO ; MWFRS gable end i cmfilever left and ricpbf eked ; Lumber Dio L=1.33 plate grip DOL=1.33_ 3 Provide adequate drainage to prevent `mater ponding. 4 This truss Inas been designed for a 1 OyO Pqf bottom chord live load nonooncurrent any ether • live loads. Provide m -chani l connecUon (by alleM) f tnuss to bearing plate capable Of withstarKfing236 Ib uplift at Joint ISI and 362 lb u.plift at joint G. This mss is designed in ardanoe 2003 IRtematlon ! Residenbal Code ins R502.11.1 aml R802-10.2 and referenoed starKWd ANSVMI 1 LOAD E) Stated in floc) --0-12 K 4 L- 0, 1.0 deft >9W >999 ri/a d 240 180 a 33-6-0 6- - -- PLATES RIP 11 0 1971144 'weight- 161 1b I 1 C3 - .-. Job Uniss i 00822.7-6 iIA;96 8IVIC WESTID�,�--I F � - L� FALS L, -IJ X62 4 _'- 48 M1120- Truss Tye_ I ROOF USS 12-6-0 -17941382 18-0-0 -1361/369 - -2W5/51 0 t - -1114-: M 1 I Job Deference (option . F T 1r U,3h jes, in - r P 10 14:18-112006 Page 1 2--0, I 28-6- - -� 33 - -- - - -- _ 5-6-0 5-0-0 5-0-o 4 MIL20= :5X6 M 112 r, �5-0-0 scale = 1=59.13 _..-.�'- 15-3-0 --0 ate rw 8-3-0 T A V-""'" u .. LOADING M SPACING 2 - _ - T LL 35.E PlateIncrease 1-15 DEFL in (1m) lfd fl L T DL Lumber increase 1.1 T_'�Vert(LL) -18 -1 >999 B� �Q.� F -bre Ing 8 .1Vert(TL) --0-39 -1 >9 B DL 1-0 Code 1 2 0 f `rPI200WB O�7 Ho (). a (Matrix) LUMBER — y TOP CHORE) 2 X 4 PF 165OF 1.5E VVEBS SOS` CHORD 2 X 4 PF 165OF I.5E 'REBS 4 SPF tn'td * Exr,ept� y� -3&263 BRACING T P H ORD Sural wood sheathing directly applied or 4-3-6 Purlins, exert end verticals. BOT CHORD Rigid ceiling d it y applied or 10 - being. WEBS I Ro at rridpt C - K. D. REACTIONS (lb/size) L 161910- 1 f0- -8 Max For ' L --229(load case ) Max Uplift L a-8(laad Case _ -id! rase 6) FORCES ow Maximum arnpre Nbximurn Ter ion TOP H 1 D A-8 _ -17941382 B- _ -1361/369 D -2W5/51 0 D- -1114-: E -F -21 F- ,2497151 -H ATL -11 BOT CHORD - L = -1761262 J- = -5'1920 w X2042 -1 -33611952 FB - -11a/494 - _ -976/375 -- 1 0 E -I --1 02J688 F -I = -2851209 -1 -30/1.52 NOTES 1 Unbalanced rOOf live Ids have been idered for thi s design. Wind- ASCE 7,98; omph; h= ft TIL .2p . B DL .. erx�oseCategory Et: F F d; .� ZO cantifever Int and right eked ; fiber DOL=1.33 plate qdp COOL=1.33. Provide adequate drainage to pmvent v,,ate;r ponding- 4) onding_4) This Uuss has been designed for a 10.0 psf tta Crd live load nonce vjth. other live toads_ 5) r e f0I lcwrtg int() mquire plate inspecgon per ffie Tooth Count Method when this lrussis chosen fur quality a5zurance inspection. - 6) Provide mechanical nn Hon (by ethers) of truss to bearang plate capable of withstartding 398 lbs uplift at joint L and 343 Ib nPlift at joint G. 7) This hiss is- designed in awardance YWth the 2003 International ResidenU Gode ins P502.11 A and R802. 1 r and r r r standard ANSI/TPI I z LOAD CASE(S) Standard 5X8 MlM = -0_01 Ud 0 PLATES GRIP 240 1120 197114 189 n1a Weight, 148 1b r%_ rte. Job B08227 -6j - B . T (I IDAM FALL S)! JDAFjo FALL,9, I D &3402 5X 5-0-0 8.00 12 5x6 M1120-- 8.00 1?= 10-0-10 --1 I Truce Type FBF TRUSS P 1.5x4, M 1120 I �' 15-3-0 -- 5x8 M1l 0 -- 20-5-s r-l.y 1:,x4 M1120 t-- M 2j Rf-f- 1 6.200 s Feb 212005 MiTek Indushies, Its. Fri S ep 15 14. -IS -12 2W6 Page 1 2--0 5x6 X11120 -- - 3-6- _ -0- 0- C210 1:59.6 -00 10-0-1015-3-0 M 11 7X8 lei 120 s 4x4 M1120-- 3x4 M-1120 11 _--- 1 _�, % .- Lo rr (PSSTCLL 35.0 ! CSI _ Fiat Increase 1.1 T o.95 Vert(LL) -PLATES GRJP TC� �.� L�imb� Increase 1.15 C �� -�.� L >999 240 80 M1120 1971144BSC LL 0 _ ! B ' Vert(TL) -0. L-1 > 1 Rep Stress Inc r NO W13 0,44 H=(TL) 0.08 H n1a BDL 7-0 Code I r0TTPl200Mat rXia - z _ - +'ig Fit: 378 ib Lt. M RF1 TOP GHORD 2 X 4 SPF 165OF 1.5E ROT CHCRID 2 X 6 DF 18MF 1.6E WEBS 2 X 4 SPF td *Except* W2 2 X 4 SPF 165OF 1-517 4 SPF 1 65OF 1.5E W2 2 X 4 SIF "IAF 1.5E 2 X 4 SP1` 1 65O P 1.F 4 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheath-ing directly applied or -7- nc ptirlins, exCept end ver tical _ BOT H RD 'U91d ceiling directly applied 1 oc bracm-,.9 REAC11ONS(Ib1size) P H Max Her. P Max upi- t P H = 4454115-8 415110-5-8 -207(load case 6) -+1747(1ead case 4) - 2(ioad case 3) FORCES (IIS) Maximum OmPre ien/Maximu ri Tension TOP CHORD A -B = -44-62J 1777 B- = -611012531 D _ 1 V&2 D -E _ -69801291 E -F = -2914 F- _ -6523/2648 H = -6575/2532 -1 = 0/78 A -P = -41 i11 BOT CHORD = -2W315349 P- _ -1621192 QTR _ -162/192 O -F -16211'92 ORS = -15271364-8 � �.1 81 -T = -1527/3648 T -U = -152713648 -U = -1527/3648 N- ' = -297 247 V -W = -2970/7247 M -W = --2970[7247 M -X = -2970/7247 X -Y = -297017247 L -Y = -297O7 L-7- = -2W315349 Z -AA L -2063/9 K -AA = -2063/5349 J -K = -2006/531c) H -J. = -2"/531 WEBS F3- -&224 B- IN = -1554/3W9 - = -489/241 D -H = -1708 D -M _ -388/964 = X226 E- _ -4n2.36 F -L - -108212455 F- = -61476 -# -261/312 -1671131 - _ -1549}3758 NOTES 1 -ply truss to be omrwd d tcxjetheroAth 0.1 1-w w Nails as fold; Top or 'nil ted aS follows 2. X 4 - 1 roar at 0- 9-0 0C. Bottom diords connected aS f011o : 2 X 6 - rows at 0-7-0 oG_ Webs Wnnected as folly.- 2 X 4 -1 rcw at 0-9-0 M, 11 loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply conrnCfiona have bew Provided to disfflbute only loads rioted a (F) or (E), unless otherwise indicated, Unbalanced roof live loads have been considered for this design. 4) d; ASCE 7- F 0 p b; h= ; T 0L=4-2Pd, l3DL=4.2psf. Cates llr Exp C enclosed; QRS gable end zona; cantflever left and li la onxsed i Lumber D L`1.33 plate gdp DL=1., 5) Provide adequate drainage to Prevent water ponding, This truss has been designed for a 10-0 psf bottorn chord Jars led nonooncu t Frith any other live Ind _ 7) Provide MGhaniCal wrinechon (by others) of tn-Iss to bearing Plato capable of withstanding 1747 lbw uplift at joint P and 152.5 lb uplift at int H. 8) Thi tr designed in accordance wML the 2003 1nteffQVonW Residenfial Code tons 8502.11-1 and R802.10,2and referenced andarcf ANsvTpl 1. Use irnpson Stonq-Tie W— 24- (4-10d Girder, 2-1 Od Tniss, Sirgle Ply Girder) or equivalent spaced at - maw_ Starti at 1-5,4 front the left erg to 23 - to conned ss(J1 (I ply 4 SPF) to karit face of bottom fid, 10) USe USP Hd (ah 16d rdls into Ginief 1i netts into Truss) or egtjilen I at 255-10 kom the left end to conn tom ) j1 (1 ply 4 S PF), KJ 1 (I pig 2 X 4 PF) to front fay of bottom chord. 11 F I I all nail hOles vvherebarer is in oontact with funs be,rr, LOAD CSS) Standard 1) Regular. Lumber in ose=1..1 , Plate 1n ase="l.'15 Standard Un r Loads (p Mart' -B-- 4, B -F=-434, F=1= 4, f 14 oncentraif Lis Ob) Vert- M= -342(F) K�-1107F) Q= -342(F) z7`f _-F) T --342( F) U= -342(F) -- (.P) W= -342(F) X= -342(F) =-342(F Z= -342(F) AA-- - F) VJ rL FF,, �F LJ i Trinm Truss Iype .1308227-6 131 . R00F TRC SS fel —WE S T (-I UA --H —FAL )F H 0 FAL LT I D _ 13-11-8 zs --0 6-11-1 4X8 M 1120 — 0 1 6-200 s F 1 ITek Industries, Inc. 20-11-4 a 6-11-12 Fri Sep 15 14:18.-12 2006 Page I } 27-11-0 —11 12 — 1-6-0 Scale - 1:49.7 IV I I adr— i.F _ 5x M1120= 9-3-11 18-79-3-11 -Qty Ply 7-b 5 Plate+ 3* y Va r.t14� �J i }'y LOADING (P i SPACING t E� Ire ) TALL �.i I PlatesIng 1.15 T i�_ �� TCD L 7.0 Lumber I n a I _ � � I -L) .1 F -F-1 B LL 0.0 Rep Strom Ire YES O.4 o V rt( L) _35 F -H DL. 7,0 WB 0.50 Ham) - F K TOFF CHORD 2 X 4 SPF 1650F 1.5E 130T CHORD 2 X 4 SPF 1&50F 1,5E WFBS 2 X 4 SPF SttxVStd BRACING TO P H ORD Structural d sheathing directly applied or 4-3- 10 oc purlins_ .SOT HFI Rigid 04iling direr applied or 10-0-0 oc bracing REACTIONS (I b/size) B 149910-3-8 F - 14I Max Hort B - 2980oad case 4) Max Upli-ft B -342fload case 5) F - -342(bad case ) F1r:S (1b) Maximum ars ae$Si 1 ijrnUM Tension T P CHORD ,-1 = 0/7 B- = -1999/347 -D = -1735/417 D -E - -17351417 E -F = -1 Ng/348 F -G 0173 BOT CHORD B_I =- -=11528 H-1 = -90/1019 F- H = -17411528 VVEBS -t - -519/309 DRI = -211678 D --H = -221/6M JF -H = -5191309 NOTES 1 Unbalanced rOd live loads have been conWered for this design, Wind: ASCE 7-98; 90mph h = ft- T DL=4. f; B DL=4. p is Cates- 11 end d, MWFRS gable end zone_; cantilever left and right exPOSed ; Lumber D L =1.33 ,pate grip DOL=1.33. This tri has been designed for a 1 WD psf b0tt0m chord lie bad nonconcurrent with any other live lis. 4) Provkle MectoMcal conrlectcn(byC)t r:s). of trUSSr to bearirxj plate capable of wiffisunding,342 1b Oift at joint E and 3421h uplift at joint. F, This trUSs is designed in accordance with the 2003 International Residential l Code sections R502.11.1 and R802.10-2 and referenced standard ANSYM I L1) GASES) Standard 27-11-0 9- 1- --1 1 MATES GRIP III I I'0 1 971 144 Weight: 109 1b PP* 27-11-0 9- 1- --1 1 MATES GRIP III I I'0 1 971 144 Weight: 109 1b F Truss B%227- B1 a E P 6MC VV EST 0 Ai F LL , IDAHO FALL T t�- ,1-6-0, 1-- ROOF TRUSS 13-11-8 13-11-8 4x4 M1120-- Max lll J 100 1 Job ReferenWfi al . ) _ 6. Fe 2f -f0-0'5 IT0 -.ndu tri ,ane18, 13 2006 Pa g e 1 27-11-0. 13-11-.8 1-6-0 scar = :d.7 Plate Cffsets LOADING s 3) TOFF .() TDL 7.0 BELL 0.0 BCD L 7-0 Fri2-0-0 Plates In -crease 1-15 Furber Ire 1.1 Rep Sbiess l.ncr YE Code IRC2003TFP12002 LUMBER TOP CHORD 2 X 4 SRF 165OF 1.5E BOT CHORD 2 X 4 SRF 165OF 1.5E OTHERS 2 X 4 SPF StudVStd BRACING TOFF CHORD Structural wood sheathing direcUy applied or 6-0-0 oc purli n - B r CHORD Rigid c6lin g direr applied or 10-0-0 oc bracing- WEBS cin _WEBS 1 Row at mfdpt J -AA REACTIONS (lb/size) B - R A .B - A _ AE F - AG AH -� z Y v U T _ Max Horz B MaxfJpli B - B C E 4 AF A H z 7-11 2S4/27-11-0 162P27-1 1 -0 194/27-11-0 197/27-11-0 197/27-11-0 192f27-1 1-0 212t27-1 1-�o 134127-11-0 194127-11-0 197127-11- "197127-11-0 192J27-1 1 -0 217-11-0 13V27-1 1 3(Iead case 4) -1 (lead ca -10Moad 3) - 7 oad case b) -74('1oad ca 5) -92(Ioad case ) - 7(lcad case 5) -Woadcase 7) case 1 - 7(1oad ease 4 -(lead case 6) -940oad case ) Max Uplift W v u T MaxGray E R A A 13P E AF A AH z W v U T Wr% . t... J'&. U -- 3x4 il1120 1 T 0-20 B � 0.09 13 0-23 L = -86(load case 6) - bad b) _ -1 03(load case - ) _-35flcad case ) - 294( d case 1) - 2194(load Gase 1 - 205( lead case ) 202(k�ad case 7) 1 97(ld case 1 1 97( load case 7) 1 load case 1 - 1 0d case 7) _ 1340dad case 7) 202(load case ) - 1 7(td case 1 ) -- 17(leadcase ) = 192(10 d case 1) 1 (load Cam ) - 1 34-(Jd rase 8) FORCES Lb) Maximum Wres crl/MaXiMum Tension TOP H RD -1 = 0/71 B = -26215 D = -2181173 D -E = -1731168 E -F = -12af154 F -G = -124116 G -H = -84/176 H-1 = -79/21 W -781M J- -78/231 t -L = -79/175 Lr _ -791104 - -32`65 N-0 = -79160 ,R = -/3 R = -1131.67 Q -R = -161/79 DEFL in (100 Udefi Lid Vert(LL) -0.02 S r/r 120 VEL) -0 03 S r r 120 HmM o.o1 R r9a rda TOE H RD R -S = 0171 BOT H RD B - -441226 AG -AH -226 AF -AG_ -44/226 AE -AF = -26 Ari -ALS _ X26 -Ari _ -441226 AB -AC _ X226 AA -AB = - - - -44/226 - _ 6 - = -441226 W —226 V -W -441226 U -v -4 1226 T- = -44/226 R --T X226 WEBS J -AA I -AB_ -174!90 -16911N G -AE= -168/103. E - AF = -166/102 1 7111 -H = -130179 K-ZT -174184 L- ,169/111 I _ -16EV102 - -166/102 R -U = -175/111 -T = -139f78 NOTE, 1 ) UnbaLanced rod live Joadt have been ns ered for this Aga. Wind: ASCE 7-98- 0rnph; h=25ft, T DL=4. p l3C F= . psf, Category lis Exp - d; ~R5 gable end zone, canUlever left andht Lumber DOL=1133 plate grip D0L=1.33. ETES GRIP M1120 1971144 Weight:- 146 1b Truss designed for vvind I+ d in the plana of the tRsss only. For std easel to Vvirld ("Or nal to ft face), see W "Standard Gabie End Detail" 4) This truss has been designed for a 10.0 psf bcftm chord live load nonconcurrent with any ether live loads- -5) AJI d - AJI Plate -9 are 1 .5x4 MI1 0 unless otherwise indicated - 6) a e requires confinuous bottom chord bearing. 7) Gable studs spaced at - . 8) Provide wechanieal connect on (by others) of truss to bearing plate c�apabla of witlistarKrl nq 109 Ib uplift at joint B, 57 ib uplift at jcxint R, 74 b uplN at joint AB, 92 lb uplift at joint AG, 87 lb upIR at joint AL. 83 1h uplift at joint AF,1 103 Ib upfrit at joint AG, 37 Ib uplift at int AH, 68 Ib uplift at joint lb upl ft at joint Y, 86 rte u0ift at joint W 83 Ib qpilft at Jrnt V, 103 lb uplift atint U and 35 lb U0 oft at joint T, This truss is designed in acwrdance wmthe 2003 l.nt mational Residenbal Cndesactions 8502.11.1 and 8802.10.2 and refer standard AN S[frPI 1 - LOAD CASE(S) Standard IJOtT 608227 BVIC WEST (0A►H 02 - 1-6-0 IROOFTRUSS 0- _ 9 .! Job Refere�r ce (OP1 a1 ' _ 1 05 "Tek 1rdustdeS, Inc- H 9x12 M1118H M I FA 1-6-0 Scale = 1-28.0 -1- _ 7 -PI -8 Plate CAfsets Y): :0-1 4:),-1] LOADIPHI CS1 TCLL Plates Increase 1A5 TC 0.61 T DL 7.rntr Increase 1.1 a ALL 0.0� H �- Rep Strom Iae YES 8 �_ 1 PDLL � ° o Code f N00,WP 12002 I ( Matrix) LUMBER TOP CH 0 ILA 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 4 SPF 10F 1,5E WEBS 2 X 4 SPFStud/Std BIN TOFF CHORD Structural' wood sheathing directly applied or 0- purlins_ BOT H RD REACTION (lb/size) D Max Herz L MaxUplift P D 155(1d rase 3) - 1 0o d case -1 ld case ) FORC ES fib) Ch i rnu Pr Ohm u -m Tension TOP CHORD A-1 = 0/73 - _ -8W156 D X156 D -E = 0 BOT H RD 240 B -F = -47/5810 D -F = -471580 WEBS -F = CY276 NOTES 1) Unbalanced roof live lam have been sid red for this design. ) Wird: ASCE 7-98., phi h' 5fta T DL=4.21 ; 1BD Lam. p Cathy 11; Exp C; en: QRS gable end zmer cant0ever left armj right e-xwd ; Lumber D L= 1 -33 plate grip DOL -1 ,3 . This ;�� has been designed fcw a 4aopsf bottom ch-ord rive toad nonconwrrent +with any other live loads. 4) All Plates are NIT plates uni ss athervA Indicated - 5) ndicated- Provide Merril connection (by yrs) crf truss to bearing plate capable of ending 219 Ib uplift at joint B and 219 lb uplift at joint 1). This truss is designed in a0cordance with the 2003 Int coati€ . I Ike ii of ai COde sections R502.1 1.1 and R802.10,2 ,10. and m4erenced stand AITPI 1 LOAD CASES). Standard 14-3-0 .DEFL in PC) V efl Lid Vert( LL) -0- -F >999 240 'TL) -0.14 B -F >999 1 8() F i PLATES GRIP M1120 197/144 IVII 118H 141/138 Weighty 45 lb M 808227 I EKY « I --f Fa IDF-i.Lt_ Cly _ T J -.14,0 1 . 1- 1- - Truss Type ROOF TRUSS 7-1-s 4x4 M11 20 -- 1 'Job Reference otiDnai � 6.200 s Feb 212005 viTekIrtf s s, I F�9�9- 1514:18:1 20M 1 14-3-0 .LOADING (psQ SPACING i -0 -0 TLL 35.o! Plates Increase 115 T DL 7-0 .Lumber I=ease I.1 LL 0,0Rap Stress I n r YE B DL 7,0 Code IRC2003/TP)2002 LUMBER TOIL CH0ID 2 X 4 SAF IAF 1.5E BOT CHORD 2 X 4 SPF 1 &90F 1.5E OTHERS 2 X 4 SPFStud/Std BRACING TOP CHORD Struclufal w0W shetatWng directly applied or oc puAns. B T H RD Bi 9 ild oei lin g directly appifed OF 10-0 brei n REACTIONS (lb/size B 320/14-3-0 H 320,1 L = 1 Y 14-3-0 - 178/`14-M T CSI D FAD 24&14-3,0 = 78/14- 178/14-3-0 1 J = 24&14 - Max H -181132 B - -155Ioad case ) MaxUplift -16/132 8 _ -9WIoad case 5) H w W-14(IaLad case ) - 90cad ase ) N -85(load case ) _ -86(I c1 case i _ (foaa case ) Max Gray -2151125 Ina d case 1 Fi 0(ld case 1 L = 1 (d case 1 - 1 7rd case 7 H 2480oad case 1 K - 187(load case i (Id case 1 FORCES (lb) f• a iMarn CornpresSj0rVNbXjrn.UM Tension TOP H D A -B 0171 B� = -113/102 D -W1 04 D -r= _ -133 TOP FID CSI TC 0.20 1 4- - DEFL in (1 ) Well Ud rt LL k I -, tsQ.(J5 j (TL) -0 WS 0.07 j Horz�L) 0.00 (Matrix) E -F = -7711 1' F- _ -I'0 -H - -113/48 H-1 T 1 T CSI D FAD B- = -181132 M -h1 = -19/132 L -M = -181132 I -L - -181132 J- _ -16/132 H-,1-18/132 WEBS -L = -140/0 I- _ -160/96 - -2161124 I�- = -160/94 -2151125 NOTE 1) Unbalan� d r live l have been considered for this design - 2) o irid� ASCE 7-98; 0rnph, h= fta T D'L .�f, B DL -4_ �* Category I I; enclosed; gable �; trlaver 1=t and right r Lumber ENOL -1 � plate grip D L=1 ,33. Tis designed forr Toad in theplane of the truss anl�r- F SA used to wind (normal to the fay�'l), we ek " tandsnd aNe End Detail 'Rr 4) This mss Inas been designed for a 10-0 psf bottom chord rive Iii non n grant with ars other live Gads. Gable r gLdres �Fn� balm diord bearing- 6) rin -e Gable studs � at 0 P vid ani mnn (b nth of bearing truss to plate capable of �tandir g 99 Ib uplift at joint B, 124 Ib a plfrft at joint H, I b uplift at joint old lb uplift at joint H lb uplift at Joint I and 8 Ib upliftat, joint J_ l rr 1 u nor 120 r1 a r 9a TSIs truss is designed in aomrdance vAlh the Int rmational I esidanbal Code sec6ons R502.1 1.1 and R802,10.2 and referenced standard ANSITTPI 1 _ LOAD CASE(S) Standard PLAN GRP M11201971144 Weight= 57 lb