The URL can be used to link to this page

Home My WebLink AboutTRUSS SPECS - 05-00168 - 505 Golden Willow Dr - New SFRm ig ig 7 V Z. T-fr[DANH4FALLS), 00) DURFEE 1 COMMON ;3 Jib � _ _ WF -10 FAL 1D___ I usn, �. Jury 01 16:05749 -3-0 - _ 1 - 25-1 -0 - 5XB M1120= E 6-4-0 f `DG (pst) T LL 3:!— CE)L 7.{� B L---��L � V BCDL 7FO LB E TP HRR SU,'-CHO)RD VV.E6S 1 — `- 1 11 .dam 1.0-� 3. rr �— �— — — r , t r eyF, SPACING - 1 Piates Incfe-ase 1,116 TC 0,56 Lumber l nese 1.1 B -C 0. 68 Rep mss Ircr YES WB 0.78 Code p200IO2 s (Matrix) 4 SPF 165OF I. E 4SPF 1 OF1� E 2 X 4 SPFR REACTIONS (I size) A=1 8 schanlr_a1fiG=2032JO-5-8 Max Ho rz =;�-( ad case M ax Ups, =_7 I (10a d ca , 902000 d ca Se 6) h M.0 yU= 28-3-12 7 - BIS TOP CHORD HOTCHORD WEBS ETES GRIP M1120 1971144 a Weight 150 1b Structural wood sheathing directly apphvd or -0 oc pLFr1"-tA:5. R ig id ceiliN direly app] i d cr 11-11 cc bracing. fi Row at mfdpt C4 D -J o EJ (Fb)Maxim, yarn 0MPr 0r ;Rf ray u M Tension TOP CHO.qD A - -3393i1384, &C --3044/1a34, -D_ 1 7 T 1 -E!- 161 / . , E�-F=-3056/1 '- =- / 1370, -H = i a BOT J -K=-980123942 WL --832/24020 G-1- 108if2933 � E1 -K= -451t245,= -357f 3, =-8 / p D-J3A 290, E -J=-848/48 ., E I=- X111505 F-1=4424234 c NOTES 1) Un balance e - of Wve IdGads have be ern to nsi4ered for th is desian 2) Vkhnd- ASCE 7-98; gomph, h=25ft TCDL=4.2pst, SCDL=42PG� CategOry 11, ap C7, enclosed; MVWRS g:aLie end zone-, canble'-/ey' left and right d ... s Lumber =1. plate ��-1, . exposed Th truss has been assigned fora 10,0 PSf txftm chord We (cad nc"COnCUffent yVth any d' r live fOad!s, 4) This truce requires plate iresp ct cn per the Tooth Courrt M ethod w hert this truss Is chose n fb r gt4ai Ity assurance ices pe ctiorr. Refer to glrdeqs) f0r truss to truss con radon , Provide rot-cfianical corfne ort (by Other f truss to beadrvgplate capable of withstanding 781 lb u ft at joint and 9021b u l joint 7) This mss is deli reed in aC Dr nce 003 l r r on l esr a l ode ss ons R502-1 , � � a.� �5 to G. 1.1and .1. and referenced sdrd ANSffTPI LOAD Crm[) Standard 0 eft() 0.34 A -K >999 240 VerQ -0-51 1-J >873 180 Hor D, 17 G n1a n/3 BIS TOP CHORD HOTCHORD WEBS ETES GRIP M1120 1971144 a Weight 150 1b Structural wood sheathing directly apphvd or -0 oc pLFr1"-tA:5. R ig id ceiliN direly app] i d cr 11-11 cc bracing. fi Row at mfdpt C4 D -J o EJ (Fb)Maxim, yarn 0MPr 0r ;Rf ray u M Tension TOP CHO.qD A - -3393i1384, &C --3044/1a34, -D_ 1 7 T 1 -E!- 161 / . , E�-F=-3056/1 '- =- / 1370, -H = i a BOT J -K=-980123942 WL --832/24020 G-1- 108if2933 � E1 -K= -451t245,= -357f 3, =-8 / p D-J3A 290, E -J=-848/48 ., E I=- X111505 F-1=4424234 c NOTES 1) Un balance e - of Wve IdGads have be ern to nsi4ered for th is desian 2) Vkhnd- ASCE 7-98; gomph, h=25ft TCDL=4.2pst, SCDL=42PG� CategOry 11, ap C7, enclosed; MVWRS g:aLie end zone-, canble'-/ey' left and right d ... s Lumber =1. plate ��-1, . exposed Th truss has been assigned fora 10,0 PSf txftm chord We (cad nc"COnCUffent yVth any d' r live fOad!s, 4) This truce requires plate iresp ct cn per the Tooth Courrt M ethod w hert this truss Is chose n fb r gt4ai Ity assurance ices pe ctiorr. Refer to glrdeqs) f0r truss to truss con radon , Provide rot-cfianical corfne ort (by Other f truss to beadrvgplate capable of withstanding 781 lb u ft at joint and 9021b u l joint 7) This mss is deli reed in aC Dr nce 003 l r r on l esr a l ode ss ons R502-1 , � � a.� �5 to G. 1.1and .1. and referenced sdrd ANSffTPI LOAD Crm[) Standard 0 10 LOADING (rte T LL 35.0 T DL 7,0 BOLL 0.0 BDL 7, LUMBER T P CHORD BOT CHOP E a OTHERS S Qty COMMON � E _....21 Job Refen- ( t 1 _ f f _ _ _ . X00 F- W-22fTi c 1 �&_ , Inc. _�_d Ju01-1'05: 50 2005 PA ,0-0 CSI [TEFL, in (1oc) 11dell L/d Plates Increase 1.15 TC O.26 'fir LL) 0.01 B -M >999 240 Lumber Increase 1.15 BC 0,04 'er�TL -0.01 B -M >999 180 J Rep Stress i r N � B 0.14 H or TL. 0. 1 a n1a Code 2 X 4 SPE 16500 1.5E 4 SPF SWtd 24SPF ud8td Weight 271 ib rutUral VY00d S4eathinq directly ie of &-moo 0C purNn& Rigid i!i-ing directly applied or 6-0- oc t)ra cmg, Except 10-0-0 oc bracing: ,L -M, REACTIONS Ob/S iZ �- - , Li -� -1 r ,Imo ' -� 1 = 2 1 � --8 _ � - . , `! - F =-26/12--1 1-8 Max Ho B* 15 1(load Cage I�_ �� ),_ L ^ a�� ), �=- � ( dad �� - 1 (load case ), =- 7(I d case 7)a � oad case 1), L-1 7 loa: case 1 ,, 1 462(bad case ), F- 44 ad c -ase )., H= 1 44(load , "="(10ard =62(load Vii. se 5 FORCES - Maximum p.- s i o aIu Tension TOFF CHORD , -B=01 2 12, Co -D=-6412641 -E-- /2 , E -F_- 66/11 , F = 0 BOT CHORD I =190/443} L -M=-188/442, -.L= x''113, J- .�- /i 13, I -J=-6311 131, H-1=621117, F -H /1 1 EB - =X7/216, -L-6691376; D -L--619/18 1, E -L=150/141, E4=y-455/145 NOTE 1) 2 -ply truss to be connecte d together w fth o. 13 1 - N, alis as f Bons Top thards connected a S fa I lam; 2 X 4 - 1 row at 0- 0c, t in chords conned as VIM& 2 X 6 - 2 rows at 0-9-0 oc- Webs is con meted as follow; 2 X 4 - t row at 0-0 o,c, All loads are considered equally apprii ] to all des, exoW if noted as froom (p)or back (B) tam In the LOAD Ste( ) section. Ply to ply connections have been 'Provided to dtstibute drily ids noted as FOr 8), un Otherwise indicated Uribalan wcl roof live l0ads have beer? 00 M idered fbr th Is design. Wind: ASCE 7 -99,90m -ph; h=2 ft 'CDL -4, p , E3DL=4. psfa Category II, Ex enclosed. PYI PC �' � gable erld zone; ��arrt!iev>�r left an right exposed; rch le nd h9 ex�d; Lum be DOL =1. 3 Plate Op IDOL= I. 3, Truss designed for wind to ads in the p1:a rte of the truss only. For studs exposed to wind nor al thea "Standard ) T 1�t trua� hasrr d fo r a.O. 0 �; s�� 1`� lT�Gable End Detail" I� c rd I. load nonco nc rrent �th a ray oche r We bad s- 7) All plates are 1.5x4 M1120 unless otherwise End att . 8) This mss requires plate inspection per the Toothy Cofnt Method when this trine is Qhosen to r quality assurance Inspection, Gable sWds Spaced at oc, 10) Provide Mechanical connect-IGn of a Ot trUSS t0 Luring plate. cia pable of cabstand- nt 1, 196 lb uOift at -Int E and 2 7 1 b upid at int K I1 This truss is designed in imfith the 2003 tnfenmtionaai Resjde neat coop motions 502, # 1_ I a 0 .`�0. and refer n d ndarl Sid`[` I� LOAD CASE(S) Sta nda rd r z .•..LIC �- �..E� I P q 1104 �5;9 moi+7p al i 4 ax VVEZ51 V t-ALUiJ, IUAHU FALLS. I 18-9 Ype W20n - L QTY my $I I - _ Job Reference NO onal 6200S Tn-c-.-V�Fed Jun: - . �T -' M19-0-0 - LO (psf ) TLL 35.0 S CDL 7_ ` B LL 0.0 B GL T 6 LUMBER TOPHO RD BOT CHORD OTHERS REACTIONS r_37 -9 -0 7 - SPACING 1 Plates tncrease 1.15 TC 0.38 Umber Increase 1.10-16 Rep mess I ncr NO W8 0,24 Code I00PI00 4 SPF 1 5OF 1,5E I. 4 SPF ft/fid DrEFL in (1cc) Vdefl Ud ' LLQ -om X nfr i 0 VertCM) -0.07 X 1 - 120 H0fZ(TL) 0.01 Wrr BRACING TJX CHGRD BOT CHOIR WEBS PLATES M1120 �Ve lgh,t 2041 b GRIP 1 1144 Strums ra I wood she ath I tag di rectly a ppl ied or 6-0-0 oc pu rlj res. Risild cell in 9 directly applied or 10-0 c bra ci ng. I Rv at midst L -AJ, M®AH, , -A , -AJ (I f ize A= 2f37- , Al =155P3 4-1 -9-0, = r- -0, Z= 2W7- , AA=188137-9-0, AB -1 9M7- , AC =1SW7-9 , Ali=19M7- -0 AE=19U37-9-0, AG --204137-M A = 221137-!9L-0, A{,=189137- , A = If 9 Y37- , AP-;--_ 19613 7- - , A 1 W37-9-0, ' =1 7-9-0 ; M � f - -0 } =204137-� Jam- � �� Max HO A=- �Jo ase 6 , -368r37-9-0 MaX UpIftA=-34(load case 6), Y=-90oad CaSe ), =;..9 (I-oad case , -°- a case , B=-7 load case �_ _- 70(t� ad � � � --�F 1 ( lead �, E=T70(Iad-(Ioad case), -68(load case ), 71(oad ca �AS=�0 oad ca _ - Ic d )p r d ca se } AS= - ,�-OatA =-7 (Ioad case ),W=-148 load case ax Grav r 9 (Icad case ), All =1 (icad case , `8 Ioad case ), Z--226(loa d case 8), AA= 18S(load case 1 , AIS=1 S Icad case 8 A = 9 AE�19-r{ioad case 1), A=O(Id 8), H=1 Ofoa�f cis , A=� Iced � � AR= � � � �; � ��I�ad � � , � 1 �I�aa�# �o .� �� '� load �� '�, � :� lei �l 1), A P=1 6(load e 7, AO= 1 (los d ca se 1) A N =11 6(l0 ad cep , Ak+Ti =1 load case 1), AK=206(loa d ca se 7) r AJ- ad case ), f= a(Io ad case 1 FORCES(#b) - Maximum GOM ressicn la i um Tension TOP CHO RID 8f , =168190, C-0=:--1221112, DRE. --1 1;51116, -F=-7 142, I - -- x'11 ,. -K-- 76'95, H -I:---47122 =-47124 - _ L-24'262, L- 1 -281266, � f�1�-N=4 1 67, N- -461206, -P= -4/1 , P-0=46/1113, - 4 , - -y 4 4 , T -2632, T- 47 1 BOT CHORD A i f , A-A,5=0t i 9 a I ' 0/1 ,AP -AQ:; --0/192, .P;-- /192, N- =011 , AM -A Y=0 1 _ L'-�`"i M=01 L 9'�I ' =0 f j J -A O/l ,I J_{0i�f X 92, AH -Al =41! 1, F ` AG -AH -0/1 -AH- /1 1, AF -A =:0/1 1 a AE -0/191, ALAE -0/191, A-AD=Q/l 1, A =01191 A AB-Ofl 91, AA=0/rf.1 1, i ' of I 1, ¢ � i =()11 9 P y EB L- 1--17-5 , ` 11 144, U- =-1 n , S-. =-1651+ 6, R- B -15918+,. AC -168/ST P -AD --168/87, O -AE= -1 7 63, -1 -AH=-126111, EAST -1 X9/108, A= 1 l, E-A 1 j a F -AP= -168187} -A -1 8/87, H-, N=-1 8/87, 11=-167'8 , I,#�-'I l , K -AJ= -11 /1'1 NOTM 1) nnc[.roof lige Icads, have been considered for this de , pe R' Exp Q enclosed- IWF R. 9:a Ue end za a cnti 1vr lett and right exposed porch and iriq-ht exceed, Lumber E)OL= 1.33 plate grip DOL=1.33, 3) Truss de -signed for wind loads in the pla ne of the truss only , Fo r studs a ,Posed to wi nd (normal to the ice), see M iTek "Sta nda rd G a ble E nd beta il" This toss h as been desig ned for a 10, 0 W baftorr chord live loa d n onconcu rf+ ant With a n tithe r i k e Jo;ad s, A II .lei a re 1. . t I J 0 UnI� �r irnd Ica d. � 0) This truss requites Plate ins cion per the Tooth Count Method when this truss is chosen for quality assurance ins rcn. 7) Gable requires confilluous bosttom chord bearing - 8) Gabes ids sgac at -0-0 cc. ) 1=�'ride Mec connection( by yrs) of hose to bearing plate ca, pable of With sta ndi n 3 4 1 b Up1 i at joiilnt A, 9 1b uPIffi at jo lint Y5 96 tb u p] Ift at joint Z, 04 Ib uP1ift at jo h AA, 72 Ib u ptift at joiInt AS, 70 1b UpIfft at joint AC, 71 b uplftat joint AD 7 0 r la irA b UPl ift at joint AE, 81 I b uPIrFt at1cint AG., 98 Ib optft at , 68 )b uplift at joint AR, 7 It Ib upift at joint AQ, 70 1b u plift at joint AP, 711 ib u 1i t atof O, 71 1b upI t join# AN , 70 lb � 1 t int ASI 7 f K ri uplift atjoint Ad 1 I uplift at Joint - � 10) T JJJs truss IS signed in accordance with the 2003 IraternaWn a ies ide n i Code sections -502.11.1 and 0 ,10. sand refer I. �TJI LOAD - .) standard a 131 R - A r 7 e 1 8234 002 SPECIAL i a 6M - 0 1120 11 BIG f i i , b Referenoe ( ton:ai i i —Ind S eI� O1 Page f 32-14) M -0 ScahR;% 1:S7.1 Plate-offsets.Lx 1 ---'0 - 3-0 L,Lk Ed 9-0 29-3-0 - - z - J: Ld 10-4-'1 0 71, LOADING �psf) SPACING -0 j TC LL 36.. 0 Plates Increase 1-15 TDL 7.0 Luerincrea1.1 1.00 BOLL 0. i" Rep Stress If- YES WS 0_ 82 B DL 7.0 Code R R i 1 LUMBER _ TOP CHORD 2 X 4 8PF 165OF 1.5E BOT CHOPD 2 X 4 SPF 165O 1-5E WEBS 2 X 4 SPF StLjdfSW *Except* Right 2 X 4 SPF 8WdfStd Max Idorz A=-2300oad case DEFL in Ooc) Vdefl Lid Ve LL) -0.81 L >654 240 e -1.32 J -K >341 180 HOS) 0.82 H a n1a - -0 PLATES GRIP 1201/144 Weight 168 lb Fu f WOW She ath I n_q dimly applied or 2-2- 0 oc puriins, Rigid ceiling directly appiied or 2-2-0 oe bracing. 2 Rows at Ila pts C -M KaX UpAA - 4(loo case )H= di ad cam ROES ab - l im rn Compression/Maximum Tension �.Oj OR A-0=- -- , - 1 1581 D"-327811 1 a #,� L /1 4 `F=-4462JI 1 F -sal i -H" 2 4�L" B 8-0=-I0 f 1�4� ti" � J�41�-L �, % - f� „' `� rd4} ; K=-i� 7 f 1 48�, rJ- 16865 H-J�j' j/ 1, $14/2 392, =-11052012, F --1 311617 F J= 1X62. -,36W0 NOTES 1) Unbai aced roof Ike Io -a have been co ns Me re d for this d :si9n, 7-9 , ry I Exp ; e rtclose d; rqj vvF RS ga hie a n d zo n; ca ntileve r lei and right ex posed; porchleft a rid Og ht expcsed} L umber D OL = 1 _ p[ate g rip DOL;-- 1 .33 - This trus,5 has been desig stied for a 1 O. 0 psf b0n M ChOrd rive load norrconcurTent with a ny othe r Five lb 4) T#�d �-o a�eres plate i on ��. !ter � Tooth Count Method when this trams is chosen for quality assurame in pe ion. ). Fie r to 91 rder r truss to tnuss co n reale ns, Bearing �� joyk ) �c�Id�i parallel grain Va Ne using frpt I angle rain formula. Building Idrr e ,pProvide r.f f be aring since. Tdesign Plate i . in 7741 �lit at6int and 8-9lUplr� at intH- 1 _ 1, iin rr nal Resi al Code recto W2.11.1 a I _1�. nd efersOtt rd-a.rdANS[/TPI >! L) CASEP Sta nda rd r] a 6-3-Q 2" 0 tiss ,PIL ° 4 IJob Reference (optanaj) I Inc, vved-1 [:iWzi3 5)6 OQU � D --0 5-M 37- TOP H RD BOT CHO FZL) E 9 2 X 4 SPF 1 SOF I _E X 4 SPF 1650F 1.5E 4 SPF StudISM *Excerpt* f1 2 X 4 SPPF 165OF 1.5E, W2 2 X 4 SPF 1 5O F 1. f, � A SPF 1 n 1-- .4 REACTIONS (l slze) A=184 Chan tal, H=205110 Max Ho A=- 0 load case 6 t5KAU TOP CHORE) BOT CHORD EB Structural good sheathing directly applied or 2-2-0 oc pu rfi n s, Rigid calling directly appplie-d or 2-2-0 cc bracing, Rows at 113 Pts M FORCES (1b) - Max1mum Mp r ssiO r Maximum Tens[orT TOP T CHORD A-8---350311412, =--283 11 � -..=- D-32841117 =dry, 8.1 ,�} 71116223 _ �v _ O -O=-l3 6/2996, N-0- 132412993 =— 75_i/C4 a L =0/0, — _" 72,12 ,IE—K--;-275/149, J—K=-158915031 WEBS 8-0---10612151 B- =- 60/39 , -Vi== 8 Q , - — 61114 H�= 73 , D- ,= � ry — '—1 031/6177 FJ= 1/462 1 V— J=— 362J205 1) Unbalanced ro of We loads have -en CoMidered for th l design, Wind: ASCE 7-98, 0Mph� h= ft 7CDL=4. p ; BCDL=42psf; Category l[, E%{P Ca enc lo seal; m. MFRS sble e , porch left and F ht exposed; L=imber D0L;-1. palate grip D L`1.33. r��# �r��, �nfife�er �� and �� Int exposed is tTuss has been designed fbr s 10.0 psf botm chord lie load nonconcurrentw[th any other We loads_ 4) This truss quires plate ins ora per the Taoth Cou nt M ethod when thj truss �$ chosen fbr q ual ity assura rice ins d Fie r girder(s) for truss truss connections_ n, C ar�n at in Bea Cie amechanicalaiders 11el gra i n -value us Ing A N ITP 1 1 -8 rig. le to gra in for�-�r�u , BUM I dpi ner hould V ri Ca. . C f . nn b others) ' .r� plate s bfe of sla in 776 lb upl at int and 893 1b upJ atjoint M. 8) Thfs truss Is desnedin accordance Frith to 2003 Intematonal Resident l Code s or I��-11.1 and R802-10.2 and 1.referenced ard�f LOQ CASEM S nde rd a IF _ ;Pe 0D COMMON 4-11 ILE --- J _. I� TOLL a5.0 Plates ! norea e 1-15 T DL 7-0 Lumber Increase 1_ LL 0.0 Rep gess In1orfqo E DL 7.0 Code I R 003/TP f 2002 LU MBE TOP CHORD 2 X 4 SPF 16F I.5E GOT CHORD 2 X 6 LL Truss Grade VVESS 2 X 4 SPF 1650F 1.5E *Exc WA WEDGE Lem 2 X 8 DF9S, Right 2 X 8 DF SS REACTIONS Ibfsrze) A=7848/3-7-12, E=7848 7-1 M ax Hort A=88(load case 5) Max UpF =- 047f l d case 5), E=-204 Io:ad case 6) LAN T .0. 83 BC x'_72 WB 0-79 (Matrix) C FARCES (lb) -Mai u,rn vm PreSSiorVMa.ximum Tension TOP CHORD F -B=-1- 713657, B- =- 3 10, D=-9338125105 D -E=-1388 '/3659 130T CHORD -H=- 1 /1 1 , -H=- 1711 14 F =-32300,11 1 , E- -323011 414 EB B --fl= 9 / 70, FS -G=-463411293, - =- 09 99, D- '=,4634/1294; F=-899/3570 BRACING TF HO RD BCT HD 60 2 8 Job Reference fop ton a1 �. ` I 4-11-7 4-11- -1. F� aLux i�.j;;;u.;4q-y— Weight 210 Ib tru dw ra1 col she ath inn dire l applied or 2-10-2 cc Purlins, rgid ceff?n. direotf appire,� or i0-0-�O oc brad NOTES 1) ,P1 Y trine to be canneo1h�d tocgethe r wkh 0,1 :3 1 r` ° Nails as foi��r� : Top chard connected as follows- 2 X 4 - 1 row at 0-9-0 oc. B oto m chord s con.nected a s foilo-ws: 2 X 6 - 2 rotes :at O-7-0 oc, 'leis co n netted ;afollows' 2 X 4 „ I row at 0-9-0 cc. i l� loads ere considered equally apfAjed tc all plies, except of nctect as front (F) or 1)ack (B) fierce in the LOAD CASE(S) sector_ Plyto i tonne ons have been Provided to d rstrrbute only Cees noted � s (F or (5), Un I�es� otherwise i rid rca ted a ) Ute ba ]a nce d roof live loads have beer, oo ns idered for fts design, 4) Wird: ASCE 7-98, 90m ph ; h= ft TC DL =4.2 p f; BC DL= 4, f; Catego I I Ex p C e nclose d, MWFRS ger le a nd zo ne, ca ntileve r left a nd r- ht exposed porch left a nd dg ht esed, Lumber D0L.=1. 3 plate grip [SOL=1:33_ 5 Tleis truss ha S been desig ned for a 1 O.0 psf bottom chord five load nonooncurrentw th any other live 108 ds, All pirates a re MT20 plates unless otherwise indicated, 7} T h irs truss requires .late inspection per the Tooth Count I etfto d when this truss is chosen 1 r- quality assurance inrs iorr , { Provide �e�la:�ticf connection bere of truss bearing1� Capable of ndanfid UiI€t at ��Errt �r�d ` 1 I�it�. This t Fs d si red in a erd rte i tyre 200 InterrTatona I I eslde a C Code restores 8502.11.1 a nd R Z -10.2 and referee �. d ndard f'Ff 10) G 3rd er ca rries tie-in spra rets)' :34-0--o froTm o- to 19-9-1 o LOAD CASS(s) n -da rd 1 Regulars lumber Irerease= 1-I;c_;, PIa. t I 9C rea se Unarm toads p) Vert - � 4, C—& 4, - E=-70 � (F=-695) B01,1234-5 1002GE )! MAFUF 0__� 0 IM 0 0 -0- 1 � 11 rusb I ype -0 I I ? A - MM P' Jots Reference (Opti.cnai ) I �.J-- 7 -- caan` tE?1 KRIS 19-0-0 28-3-1 Plate LOADING TC LL 35-0 Plates Incre:ase 41-15DEFL in (Ioc) Yft d PLATES GRIP TC 0.79 Vert(LL)-0.00 A rVr 120 M Il 0 1971144 BOLL 0.0 Rep Stress 1 r NBCDL 7.0 Code fRC20031TP12002 0.39 BG 0_39 � 02 8 r 120 Weight 247 1-b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF I. 5E TOP CHORD � r2l Mod shwa sn directly applied d er -� a� purlins. r.TCHORD PF 1OF 1- � 60T CHORD Rigid id i�i1 directly applied or -0-0 oc bracing, OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at 1 D- , .E- , F -R R REACTIONS II 's =- , =7a '` - -0, =65 3-9--0, ]=I 3- 0 J=-14133-9-0 =4��1 - =N=5/33-9-0.0' = -9- a 1 3-9-, =50'33-9-0, T=50133-9- , _8 3-9-0, H= 1 f 3-9- _0-52/33-9- , =181/33 _- 33-9-00 Max Herz =230( Coad case WX Upl ==650(load case 5), k --- 15 foal ca , K=-287(lo d case ), 1=-65(load case ), J=--1 5(load case, :--7 load case= -7 load case case ), H --(d case, ---d : 1=-1C Max Grav =1 load case 7), R 788 load case 1), M�803(joad case 8), f 1 (load , J=5 (1 d case , `7 load ca L case ). Q=1 6(I0ad ca se 21 -- 1 8'%7j ( boad ca se 7)0 Z=68(toad case 5), =7 (foad Case .), (Io ad Case ), V=1 (load case T= 1load ca se - H=250(load case 8) RC ES I - Maximum Com pro�1 o'k.,i m um Tension TOP CHORD a?.. — , r-- — _ ,7- BOT CHORD B- 8011554, - -W 1 /324,1- 11324, X- =_801/32+x, - --53 4F V- =— I rj II — 1 -R=—.1 /1 h P =— I63146, I�_163/1 ` 6� Iii �� "163/146, M—_-1 +3/ 1 " 46, L— "'39.233, —L�" 3, J— =— f2 3 i -+J =-3 9/233, W= -3W233 WEBSI C - X;--51 W62, D- 14211542, D - =84M 62, E_R=-80211 , F --R=-30 111 a , F I PI= 88/129, € -M=51 2/266 NOTES 1 ) Unbalanced roof fie loads have been considered for this design. 2) Wind. ASCE 7-98; 90 m ph,' h=25ft TC DL;4.2pA BCDL= 4.2psf, Category I F e nclose d - M WF R S a b1e end zo nea cantilever left a rid rightex sed porch left and tight exposed, Lumber DOL -1,33 plate grip =1..y Truss designed fOr Wind loads in the plane of the truw only. For studs exposed to wind f nortnaf to the face), see M I IS ,tom nda rdd T s has been des- . d tOr a 10,0 4 bottom chord live d noncorcurr nt with an other We load �k�l �ne� if... fl plates are 1.5x4 i t120 artless otherwise ndic ped. s� )This truss requires pla inspection r the Tooter LCOUnt Method when this truss is chosen foruaf- assura 7) Gable studs spaced at -0-0 ac_ . nce frispectfon g p ) � - � � � a� aft 1 l� � ]� - - ��r7t ��i'7Ee�f ��r��t�� others) e� toss t� aria l� a Bbl �1• �t�.�1�din �� f � � � �t ��nt I �� J 1 b upliftat jo►rpt R, 1 Ib Cpl ja1!rrt ,�F 8 1�a u pla�k at jo f _ 79 lb ��fi� at��i�� , �' tip u,�Irt� jC1� , 7 ib uplift at joar,�t an� Ib � pi fat joint l -f _ Non Standard bearing condCon. Rev[ew required. i 10 This Crus is designed in accordance with. the 2003 Internat-onal .Residential Code sections R502, 11.1 and 80 .10.. air 1d referenced sta:rrd a rd ANSUTPI LOAD CASE() r1da j - e up br G1 Plate X41 0 rIrTIM11iratiii MIPO Z 54 M1 LRIV (PSO SPACINGCSI TOLL 3-5,0 Plates Intra 1.15 TC 0-8 TCOL 7:O Lumber Increase 1.15 B r87 L L 0.0 Rep Stress I -r YES WB 0,78 0 B DL 7.0 Code 180200 f FP 1 0 0 (Maw) TOP CHORD 2 X 4 SPF 1660 1.5E BOT CHO R0 2 X 4 SPF 165OF 1.5E * e pts 85 2 X 4 DF 240OF2.0E ERS 2 X 4 SPF ft`td 'Except* WEDGE 1 2 X 4 SPF 165OF 1-5E., VV2 2 X 4 SPF 165OP fi_K, VV3 2 X 4 SIT 16:50F I - 5E Right 4 SIS' Stud/Std REAL IO I size) A=1842/Mechanical, H=18 f - -8 [TEFL a rl 10) Yff Ud Ver LL -0.78 K >575 240 `TL) - 1.4 >361 180 H0rz(TL 0. 1-7 H 10 nta 13 CIN T OP CHORD BOTCHORD E B PLATES (3RIP M1120 197fl 44 Weight 166 1b Structiral wwd sheathing d.VeCUY aVied Or 2-1-6 0C purlins. Rigid ceiling &ectfy applied or 5-6-0 oc bracing., Rawl at 113 Its -L Max LSI «=-774( d case , _7 7 000* d case 6 FORCES (lb) - MaXiMUM COMPtesdorMaximurn Tension TOIL CHORD -B---,3 14105 � 837/1159, -D= 1 l81 } I -E=-4233/1599, E-I-=�460/163, F - -X27 ; - = BOTCHORD - H =,1 4 V M— ==1339 , L 1= —gW/ , L=01'0, J -L=-78 024, EJ=274/1484 i J=-1 1314M H -I =- 1 7 EB B- =--1 M215, S - =-6W-/396, - .2871402, L=- 1174, J=;-84 894, J_-1147/3016, F -',J=-101 G -]=-366/210d 1 ' NOTES 1) Unbalanced root live loads have been considered for this deli n- ) Find; ASCE 7-98; 9ompha h--25ft T f L=4, � , F3CDL=4.2psf, ste or II; € clo d- lt� porch left and right exposed, Lumber 0OL=1,33 Plate grip DOL=1.33. P ahke arid zone, cantilever left and right exposed as tru s 5 h a Derr desig reed for a 1.0 psf botnn sherd lige toad noncorfeu rrentfh a ny ote r five fads hi s truss req erre s plate i nsp ecton per the Tooth Cou nt M eth o d when th i s truss is chosen fOr qu a lity ass u ra nce ins pectio n _ Refer to girder(s) fb { truss to truss con recfions. Pr v[de mecha n icaf connection " others) of mss to bearing plalp, of jog s) H, 7 Provide mechanical connect -Ion by others) of o to bearing ate capable of wfthstardilng,774 ib uppIft, at joint ,A and 770 Ib up] ft atpint H- 8Bei d piste or shite. req Utted to provide AA I bearing surface wffll tFuss chord at €n s H , j Tide truss is design J n e.ccorde nc with the 2003 i Meas do ria l Reside rfia l Code sect ns R 502. 11.2 LOAD A St� na rd 12 5CffIg ;G 1.65 N V 6.00 rTT C 5-9-0 5-9-0 ka D -ST2 2A M U20 { dgAM11'20 0 Sn F 15T G aXA PAII�, 0�-w e - I Plate Offsets Q , L[l3,0-2-10,0_1`�T, a-�� _ �- L DIN p�f TCLL 35-0 Increase 0-15 � �e1 P 11tes 1.1 PL ATaE S T DL 7. L�� her i n��ae �,� � � �e LL) -0.06 I nir 120 M1120 � �_ � � Vert(TL) -�.�� E3LL 0.0 Rep Stress Iter N � r�r 120 BCD TO o , H e rz(TL) 0.0() H a n/a woe. F R Z� TP 12002 (Matrix) VWhit 42 � F:z LUMBER TOIL C H 4 SP F; 1650 F 1. E � ►i�lE�,l - K sea* 7 �J GRID' 1971144 CHORD 4 SPF 16,50F I_5E T P H FA rUCtUr-alwood ShL'athirlg directly app[ied or 6-0-0 cc purlins, OTHER 4 PF Stud/Std BOT CHORD Rigid ceiling directly applied or jc�-o� cue bracing, REACTIONS (Iblsize = l 1-64. H=370/111-6-0, L=13-3/11-6-0, J=81111-6-0 . = �, 0111- N=Z1 ''11- Y0., I� = �� 1- -- -� , �Vl ax Hem l d ca 6 M ax UDR ;--s 18600ad $t Se 5), H-- 04(bad nam ), Jam -:9(10a d C3 '3 ), ;"- (foed cafe 6 N= - load ca r Gm's 8=370 o;ad case 1), H=37 (load case 1), L=1 3(Ioad caSe 1 �, �= Glom# case �=224 load case 8 I ;- 6 1oaa Cabe 2� FORCES 1b) - f'Y1 aimuk-n omprss-forMai um °Ten io, l TOPCHORD -13-1)175, P -_7 f 1, -D=- 7 4y 0r ®-50/97, E F= o/,g1, F-, =-4 14 , -H=-73/2 H--1=OF BOT CHORD EM; --0184. lVl-1%4=0184, L -M=0184, -L=0184, J- = 184, H -.J_=4 NOTES 1) Unbalanced root live! leads have been ,,Isidered for this design, 2Wind- ASCE 7- 8; Som �- 11,;05% T0 DL= . F B DL=4. 1` Category 11; EYp Q en -closed, MVVFRS gable end zones cantilever � 1� porch left a n d rig hit ex Posed- L u m r L -11, 33 �I� �� . aand right posed Tru sSig eirlJ art the pJa me 1the nI_Fo r stu ds ape rti0 re I to 4) This tTU a been designed for a 10. f. b0tt� chord k lca d nenconcu gent w fb� ��, iii � r�� r� � be �n� Deta it r It plates are 1.5x4 1120 unless oche i iridicatedr �b �rr� e�the� I�� Ica��. ) This truss requires Eat G ee��n I per the Tooth Courrt m ethos When thils trus.5 is c hosen for quality assurance inSpection. 7) Gable requires ee roti mous bottom c17erdbearing- 8) ;@ e SWds spacers at -0-0 oc. Provide r n ec h ;a r i a l connection (by tithe ) of truss to beating plate ca pa ble of Wlth5ta ndi rig 186 1 b uIft J, Ike P1 t � rnt 9 [b. up1 ,t ,int i n� 4 IIS up int at jaint t � Fat lo int - >n Ike pf t t joint r�: Iuplift 10) This tr -is cles s n ed In � ccof a e sitb re 003 In to rnation a l R elide nb E e sectors R 502_ .1 a nd I , 10 1- n t� re ere r� c �d t In 1 r 1 I LOAD CASE(S) Sta ndard 9 B-04234-5 iig 1 Job Reference I b-og _ fuss l pe iO4- E ®�� Va F LL - ,'A L L g - -0-0 15-0-0 F 4x4 W.1120 -- K BIG Hol�z()IVR Joky Refaence bonal) 6Mi., e 2 i I eK do us n e , nc _tjn F- 10LU %Jki.1jtt� 4Y ; Its -W LOADING (psn TELL 3.0 TDL To ALL 0.0 BODL 7.0 1-d i :ul---' 0,0-11.8 0_M -- F'" ISI -0-0 Plates Increase 1.1 Lumber Increase 1-15 Rep mss lncr NO Code l R-Q:3l0- LUMBER TQP kC0.1-fORD 2 X 4 SPIF 11550F 1 E SOT CIH0RD 2 X 4 SPF 1650E I - 5E OTHERS 2 X 4 S PF Stud/Std BRACING TOP HOOD 150T CHORD-' `eight~ 147 1b Structural wwd sheathing directly applied or 6-0-0 cc purlins, RIO ceiling dfredlY appJfed or 1 oc bracing, REACTIONS (lb/size)B� =:3&W - , =7 3' -C): = lo, = Or =1 , =1 G -O -O, =1 4� ,- y ,raj i 3( �y �y AH 138130-0— 0, AG=19MC-tea . # � J 1. ' , T= `Tui, -` I• �J= +} " 4+�k �' 1=227 y '0—L�, J=-1 O Iaa d case 4), A = 6 ioa d case5), PI=- 4(lo d case 5), =-72(loa d case 5), FM - 0 (I cad case 5), E=-7 lead case Max Grav �=68Id e 1,1 18(b�# c ), =i:d cafir'=27€o�d � � _� ��ad �� a D25(�� , T=-164(J�aad rase 6) =194(load case 1), AA=205(load case 8), T=. 8(10 d case 1)sIodcase ,= ` ldC, ,+- lo#case . f Oil HO R J A— 8- Of751C=-1 � , �— 9 a �Ll—E=— 1 # —. J f i y -- 134PG- - 197, I - =4�'1 , �-� �'1 , -P=- , I� � 7.�, -13=-4 , - '�M7 T� T�l = 0175 y F -1161 —A B—,.4, 11 6 1, =01 1 1, T— f 1 1, i- /1 1 � 4�' —XJ ()/1161a � — ;Ofj 6 l j T-1� �0/ 1 �O 4� F I *�+— —iJ , i�`!`i —#� EIS —A =-1 14/01 =-1 1 / 3, V=-18Gf9 o �-165/x]5_ (D— -169 8a -r =-16f /8 � J—AAS= 1 ,f 6/97 113/44 1 21W P H 165/85, -- : I•'I'O l=-- i , ' , ,�'AD=-1129139] L `� 12 �, �- I i NOTIES 1) Unbalanced roof live mads have been CC nsidered for th [s design, Wind: ASCE 7- 8.; ph; h--25ft T0L=4.2p9f* BCDL=4. f category 11, Exp Q enclosed; M -W -FRS gable end zone- cantilever le ` porch le r Fight d; Lumber D L-�1 . 3 plate grip CSO=1.33, end r� l t e posed P Truss designed for rwind loads in the plane of the b1m only. For d:s exposed t�) wind normal to the face), gee M iTek "ndard Gable End Detair" 4) This truss has been designted for a 10-0 p f Wthm chord live lid nonconcurrent with any other live loads. 5 All pdates aTe 1.5X4 MIl 0 unless oth erwiseindicated, 6) This truss r qu lre ate inspection per the Tooth Co2unt Method when this u s is cho a rr for quality asaurc i rrl�rr, 7) Gablerequires ntinuou bottom,chord bearing,spe able studs spaced at 2- 0C. 9) Provide mechanical cannecticn (by others) of truss be:arfn_q plate capable of vvthsMnding 129 1b Vist ato r� � 9 f J b uplift at joint V, 96 Ib et�+�lr� , 64 Ib r��dif�t at joRlt , 1 Pl `t atiOfnt Y. lb uPI atloint , 80 Ili uplift a.t joint AAS 7 Ib uplift ��i�t �, �� Its ��Ifit �t `c�Jn"r� �� 1� � lf� ` Al, Ike 1i1`k t joint H, 72 Ib u lift at o[nt , 69 Ib U I:ft at olnt i', 78 Ib UPI t at ioint AE, 2 Ib uplift atloitit � and 1 4 lb :u 1 ) T:hi t � designed in �:oo�rd� neee 2003 i r�rationai Reside�tia I ode eo�I � �t f� i T. 1,1 .. �f and F� #d referenced �drdlITPI LOAD J=-() Standard 136 M i P66 Tru sb 1 yp 005 1PE[L 54 M1129= }'2 M11 Flats meets LOADING TOLL 5-0 T DL 7.0 LL 0.0 f3OL 7.0 i rDO 12-8-12 1 -0 - 9-0 SPACING 2-0-0 CS] Plates Increase 1.16 T 0.84 Luin ber I nc reale 1-15 SC OM Rlep Stess Incl YES B -96 Ca0e IRC2003fM12002 i fair LUMBER ., TOP CHORD 2 X 4 SPF 165OF 165O1.6E BOT CHORD 2 X 4 SPF 165DF 1.5E VVEBS 2 X 4 SPF Stu'td *Excepr WEDGE W6 2 X 4 SIP 165OF I. E; W2 2 X 4 SPF 165OF 1,5E Right 4 SPF S REACTIONS (I s iz) L=2297/0Z_8, I- =1 0 ' chani a l Max Hort L= 8(load case :5 Max up1=i1017(load cam 5), H= 70 load case r1=L e LL c rTL) Horz L) in (Ioc) Vdefl -0,51 l -J >779 0_53 H a BRACING TOOP CHORD BOT CHORD FB Ud 240 ISO n1a PLATES GRIP M1120 1971144 Weight 144 1b Structural! wood sh athfng 6recfly applied or 2-2-0 w p' rjfrya. Rig id ceili ng dire ctly a pp lie d or 2-2-0 a c lora d rrg, 1 Row at midpt D -i RCSs (fb) - M;ayirnum ()rip SSM r aXimurn Tension TOP CHORD - O 5x ESC= -4 6M , L)s-25.801987, D-E�-2534 ! -F-- 11 , F-13=4759f2066F-H=- 78 BOT H RD &L=-6711469, l �=-757 , JL 7932104, I-,�=-+12'2517 6, H -I;-1890/46 '2 1 WE BS CL = -20191850, - = -1 14012907, =-64911 ; -J=.2131325, --,.1 3 , F - , =- s 17-1=- , _I =- . 242 ETES 1) Unbalanced r of fie f mds have be a rr co rraide red for this design. Inds ASCE 7-98, 90Mph; h-=25% T DL�4- p F SCOL=4. p ; Category II; janc@o d` WF ably porch left and right exposed, Lumber DOL=1.33 plate grip DOL=1- . a � end zone; cantilever l rti�! right �� ; T1-rEs truss has been designed fbr a 10.0 P f bctturra chord We lead ncnc ncurrerpt with any tither 1iva loads_ Th -Is truss req uare s plate ins pectien per the Tooth Ca u rit Method w Igen th [s truss is c ho sen fo r eq u a lity assure rice in rc n _ Rafe girder() for truss to true con rrect[ons. P Pride mhn.! connection o�f #r�� to b�ri� z , TI�i� t� isdesignec1 in accore - � _ � �I�� b �t ��a�� 1�1 �' �� p��ft ��errt L ��d � � Ib ��irft �t ��i I --I, With the 2003 1n rnabonaI Re side nbaI GOde sedCry 8502.41.1 aad R802-1 0_ and refere n ced standard N,SVrpl 1- LAL) CASE(S) Stncfard CS I ppm�' Ob �pe y 604234-5 Q06 COMMON JobRefeFen ce.(pp 1� on al TF; a —9e EMS F65 21 =5 MiTek in i n 7-6-0 M-0 22-&� 7-&n -7 t% -n rJd'-v-uVV5e1S A,Yl-. LOADING (psf) SPACING 2-0-0 CS1 7 L 35.0 Plates Increase 1.15 TC 0-70 TOOL I -7 _,C) Lir mbef Increase 1-15 B Q 0.58 BOLL 0-0 Rep Stress Inu YES V146 O'Si BCDL TO Code iR020G3rFP12Q02 (matn4 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BCF -1- CHORD 2 X 4 SPF 1650E 1.5E VVE Bs 2 X 4 SPF StuclVStd RF.ACTIONS fibtsize) 8=11640/0-15-8p F; --1640M-5-8 Max Herz 8=176(1�osd case 5) Max UplifE=-737(load case 5), F-=-737(1oad case 6) BRACING TOS' HD BOT CHORD, FORCES (1b) - Maxi UM CiampressionfMaximum Tension TOP I'I--0'H0RD A -15--U77; B-0--2538/9941 C-0=-21901,984, D -E-;---2190/:934, E -F=-25381994, F -G=0/77 BOT CHORD 3-]=- 152136, H-1=4 5Y 1 j F - H- 74Of2'---) VVES S C11=-583/299, D-1=473/758, D-H=474U585 E-H=z-583f3OO 3M-0 Weight 108 1b StIFUCWtall wood sheathing d1irectly applied or 3-7-13 oc puril- ' I FS - Rigid ceifinq diFectry appb -led or 7-3-8 cc racjn:g. NOTES 1) Un a[anced roof i lVe loads have been cc n.side red fort is design. 2) Wind'. ASCE 7-98; 90moh; h=25M TCDL=4.2psf4 BCDL--z4.2psf- CategOrY 11', Exp C; enclosed, MWFJRS gable end zone, cantil.ever left and right exposed Po rc h eft and K9 ht exposed- L u m ber DoL= 1, 33 plate grip DGL =� 1. 33. 1 '13This truss has been designed for a 10.0 -psf bo, ft -m chord I lye loal d n 0 nconc u T -rent wfth any other live loads, F 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen fbr quality assurance inspection, 5) Provide mechanicalconnection (by others) of truss to bearing PI -ate capable of withstanding 737 1b UPW at joint B a rid 737 lb uplift of .Dint F 6) This truss is designed in accordance with the "2003 International Resirderl Code sections 8502.1 1. I and 8802-10.2 and referenced standard ANSI/TPI 1 - LOAD- LOAD CASE(S) Sta nda rd