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Home My WebLink AboutTRUSS SPECS 1 - 07-00410 - 251 Polo Dr - New SFR0 t CD Ap.. r C' m I - 0- G 9 0-0— a. 0-017 L WE 1743 Truss Truss i ype Qty COMMON 1 UC' MIt 1 fuss, 4611tn , ID; Mark Mangum go -- 2 U6 II Pty a VVH ITESANDS MNST 2,Job Reference (o tfanal)_ 6.300 s .Jul 112006 MiTek Industries, Inc, Tue Jun 1 f9f.2007 Page 1 '10-7-0 -- 3_11- T- LUMBER 13RACING TOP CHORD 2 X 4 SPF No1 TOFF CHORD BOT CHORD 2 X 6 SPF No -2 BOT CHORD 1 2 X 4 DF 21OOF 1.8E, V 2 2 X 4 SPF Stud, VV1 2 X 4 DF 21 O F 1.8E d2 2 X 4 SPF Stud REACTIONS (lb/si e) 7=245910-5-8, 4;--5 22 O- -8 MaxHorz7=-71(load case 8) Max LJp11ft7=- 18 load case , 4=-11 § load case ) FORCES flh) - Maximum Compression/Maximum Tension T P H D 1-2--3335J718,2-3=-5709/1241,1-7=-2299/507,3-4=-3725/820 BOTCHORD 6-7.z-178/545,5-6=-664/3228,4-5=-309/1280 ES2-6--9101235,2-5=-103014789,1-6=-494/2506, 3-5=-810/3937 Lid PLATES 360 MT20 180 n1a 240 1 Weight: 124 lb GRIP 197/144 N tructur-al wood sheathing directly applied or 4-11-13 0C purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing, NOTES 1 -ply truss to be connected together with 1 Od (0.131 r"X ") Mails as follows. Top chords connected as follows: 2 X 4- 1 row at 0-9-0 0. Bottom chords connected as fclJers: 2 X 6 - 3 rows at &2-0 oc. Webs connected as follows,, 2 X 8- 2 roars at D - OL -0 oct 2 X 4 1 raw at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if rated as front (F) or tack (E) face in the LOAD CASE(S) section. Ply toI connections have been provided to d i str-1 b u to only loads noted a (F) or (B), unless otherwise it di t d . p Unbalanced roof live Toads have been considered for this design. 4) wind: ASCE 7-02# 0rn,ph; h=25ft, T DL=4.8p f eCDL=4.8psf; Category 11, Exp ; enclosed, MWFRS gable end zone; c ntifever left and right e vertical left and right exposed; Lumber DOL=1.33 plate grip D L=1. � exposed , end 5 This truss has. been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live° scads This tru s.3 requires plate in peoticn per the Toth Count Method when this truss i hosen for qua11 assurance irisp e t on, rev1de mechanic l connection (by others) of truss to hearing, plate capable of withstanding 518 Ike uplift at joint 7 and 1148 lb uplift at joint 4. 8) This truss Is designed in accordance with the 2003 Int mational Residential Code sections R502,11 1.1 and R802-10.2 andreferenced star ) Girder carnes tie--rn pan( ); 1- 0� from -7-8 to 10-7-0d�rd � 1 I�iBI 1. 1 ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated leads 3984 ib down and 77 load(s) Ib up at 6-7-8 on bottom chord, The designiselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Incr a X141 , Plate Increase=1015 U n ,form Loads (ply 'pert: 1-2=-, 24=-, 5-7=-1a 4-5=-755(F--739)} Concentrated Land (lb) Vert-, 5=-3984fl +� U 2-8-o Plate Off -sets 4. Ed e, LOADING (ps TOLL 35,0 'CDL 8.0 BOLL 0.0 B DL 8.0 SPACING 2-0-0 Plates Jncrease 1.15 Lumber Increase 1.1.E hep Stress Incr NO Code IR 2003TFP 12 02 CSI TC 0.79Vert(LL) 6C 0.52Vert(TL) WB 0.85 (M atri) DEFL Horz(TL) ,rhd(LQ is -0.04 -0.07 0.01 0.0 (Jcc) 4-5 4-5 4 4-5 li'deff >999 >999 n1a >999 LUMBER 13RACING TOP CHORD 2 X 4 SPF No1 TOFF CHORD BOT CHORD 2 X 6 SPF No -2 BOT CHORD 1 2 X 4 DF 21OOF 1.8E, V 2 2 X 4 SPF Stud, VV1 2 X 4 DF 21 O F 1.8E d2 2 X 4 SPF Stud REACTIONS (lb/si e) 7=245910-5-8, 4;--5 22 O- -8 MaxHorz7=-71(load case 8) Max LJp11ft7=- 18 load case , 4=-11 § load case ) FORCES flh) - Maximum Compression/Maximum Tension T P H D 1-2--3335J718,2-3=-5709/1241,1-7=-2299/507,3-4=-3725/820 BOTCHORD 6-7.z-178/545,5-6=-664/3228,4-5=-309/1280 ES2-6--9101235,2-5=-103014789,1-6=-494/2506, 3-5=-810/3937 Lid PLATES 360 MT20 180 n1a 240 1 Weight: 124 lb GRIP 197/144 N tructur-al wood sheathing directly applied or 4-11-13 0C purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing, NOTES 1 -ply truss to be connected together with 1 Od (0.131 r"X ") Mails as follows. Top chords connected as follows: 2 X 4- 1 row at 0-9-0 0. Bottom chords connected as fclJers: 2 X 6 - 3 rows at &2-0 oc. Webs connected as follows,, 2 X 8- 2 roars at D - OL -0 oct 2 X 4 1 raw at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if rated as front (F) or tack (E) face in the LOAD CASE(S) section. Ply toI connections have been provided to d i str-1 b u to only loads noted a (F) or (B), unless otherwise it di t d . p Unbalanced roof live Toads have been considered for this design. 4) wind: ASCE 7-02# 0rn,ph; h=25ft, T DL=4.8p f eCDL=4.8psf; Category 11, Exp ; enclosed, MWFRS gable end zone; c ntifever left and right e vertical left and right exposed; Lumber DOL=1.33 plate grip D L=1. � exposed , end 5 This truss has. been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live° scads This tru s.3 requires plate in peoticn per the Toth Count Method when this truss i hosen for qua11 assurance irisp e t on, rev1de mechanic l connection (by others) of truss to hearing, plate capable of withstanding 518 Ike uplift at joint 7 and 1148 lb uplift at joint 4. 8) This truss Is designed in accordance with the 2003 Int mational Residential Code sections R502,11 1.1 and R802-10.2 andreferenced star ) Girder carnes tie--rn pan( ); 1- 0� from -7-8 to 10-7-0d�rd � 1 I�iBI 1. 1 ) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated leads 3984 ib down and 77 load(s) Ib up at 6-7-8 on bottom chord, The designiselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Incr a X141 , Plate Increase=1015 U n ,form Loads (ply 'pert: 1-2=-, 24=-, 5-7=-1a 4-5=-755(F--739)} Concentrated Land (lb) Vert-, 5=-3984fl 174 True Truss Type � I Qty Al iCOMMON oull111' 1 111 I [ � , L',I� rI0f1 IBJ, marK marigum j Ply I, WH ITESANDS CONST, 1 Joyfrr�e tlar�al 6.300 s JuJ 11 2006 MJT k industries, Inc - 3x6 11 Plate offsets (xx); LOADING (psi TOLL 35.0 TDL 8.0 BOLL O.D BCL 8, 5 4 4 .- 1 - 3x4 — 1 I —1 1a- -1 --4 SPACING -0-0 !'Tates Increase 1,15 Lumber Mrrease 1.15 Fp Stress Incr YES Code IRC2003FFP12002 LUMBER TOP CHORD 2 X 4 DF 2_100F 1.8E +Except* T2 2 X 4 SISI` No, BOT CHORD 2 X 4 SPF No. VVESS 2 X 4 SPF Stud ED E= Left, 2 X 4 SPF Stud REACTIONS (1b/ rze) 4= 0 /M ech a n I cai , 5=495/G-5-8 Max Hort 5=1 380cad case 4) M ax Up Iiff4= 70 o -ad cas e 5 , =- 1 7 I oad case FORCES (1b) - M mum COMPression/Maxirrum Tension T 0 P CHORD 1-2=-296/617p 2-3-;----27/50, 3-4--46/39 T CHORD 1-5=-447/325, 4-5---49f66 VVEBS 2-5=-622/293, 2A=-235/80 ,I EFL. in Oo) I/de Ld TC 0.75 Ver-t(LL) LL) =0.05 4- > 360 BC 0.33 Vert(T) -0.11 4-5 >683180 B 0.51 H rz(TL) 0.00 4 n/a n/a (M td VVind(LL) -0.01 4-5 >999 240 BRACING TOFF H D BOT CHORD PLATES TO Weight: 36 1b Tue Jun 19 08,59.-37 2007 Page 1 GRIP 197/144 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or D-0 oc bracing. NOTES 1) Unbalanced roof live loads have been onsider for this design. Wird: ASCE 7-0 q 90 mph; h =2 5ft; TC 0L=4.8p'sf- E C DL=4.Spsf; C at gory II; Exp 0, enclosed; M WFR gable end zone; Gan ti[ever left -arid ri ghtexposed end vartrcal left and n ht exposed; Lumber DC)L=1, plate grip DOL=1,33. This truss is not designed to support a ceiling and as not intended for use where aesthetics are a consideratlon- 4) This truss has been designed for a 10.0 psf bottom chiurd l=ive Ioad non oncurrent with any other 1i ve loads. 5 This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspectlon, Refer to g irder(s) fo r tru s s to tr u s s corm ectic n s _ 7) Provide mechanical connectlarl (by others) of truss to beadng plate capable of withstanding 70 Ib uplift at joint 4 and 127 1b uplift, at jbirt 5. This mss is designed in accordance with the 2003 Int m tEonal Residential Code sections R50 .1 J1.1 and x.802.10.2 arra referenced standard ANS11TPI 1. LOAD GAS E( ) Standard Truss , Truss Type 1 743 AG "ABLE 1 Summit Truss, tnthcpl Q, Mark Mangum I gim -1- UJ U-1 ;U-U-IZ LOADING (ps#j TCLL 35.0 TCIDL 8-0 BCLL 0.0 BCL 8.D LUMBF—F TOP CHORD 2 X 4 SPF No. 30T CHORD 2 X 4 SPF N. OTHERS 2 X 4 SPF Strad HONF161 6. 00 171-7 TI 2 LTi ;U -1-1,U-0-1 PI -0•-0 Plates Increase 1.1 Lumber Increase 1.1 Rep Stress I ncr N Code 11 0O3/T P 1 O0 3 1 TC 0.34 13C 0 23 012 (Matrix) 4x4 sr3 BI Ply I WH ITESANDS CONST. I� Job Reference�eational,� 5.300 s Jul 11 2006 MiTek Indusrnes, Inn- Tue Jun 19 08:0-9:38 5 ST2 y 13-7-0 ge -7- E 4, TI 0 ST1 1 s - 13-7-0 DEFL in lec) Vd ti Lid Vert(ILL) n1a - n/a 099 Vert(TL) n/a n/a 999 Horz(TL) -0.00 8 n/a n1a BRACING TO P HO D BOT H RCS PLATES MT20 cl'ght: 45 lb GRIP 197/144 Structural wood sheathing directly applied or 10-0-0 ac purlins_ rigid ceiling -directly appilied or 6-0-0 cc bracing. REA C T10N (Ib1size) 10=404110-7-0� 1 1=161110-7- 0. 1 2=330110-7-0, _ 16 1 /10--7-0, -330}10-7-0 Max Horz 1 = 48(lead case ) Max Upliftl 0=- (lead case , 11=- (load case 4), 12=-1 80(l`ad case ),=,55(Iead case ), 8--181(loadease 6); M ax G rav10=4O4(1Oad ease 1 , 11=161 1Oad ease 1), 1 2=42 60oad case ), 9 -161 (1 oa d case 1), 8-4 (Iea.d case 10) FORCES (lb) - Maximarn Compression/Maximum Tension TO P G IS 0 R D I- -88/282, 2-3=- 1 W239, 34-0/248, 4-5 =01248, - 1 2J2 89, 6-7=--87/282 BOT C H 0 RD 1 1 ---1871991 11-1 -187/98, 10'11=-18` 198, -1 -187/ , 8-!9=- 187/98, 7-8 187/98 VVEB 4-10-.-.2-361/24, -11=-x'52/63,2-12=-293/138,,5-9;---I 5 63, 6-8=-293/138 NOTES 1) Unba.lanced roof live leads have been considered for this design. Wind: ASCE 7-02; 90rnph, h= ft, T DL -4. ,psf, B DL=4.8psf; Category 11; Exp ; enclosed; MVVFRS gable end zone; cantilever left and right exposed p end re l Ie and right exposed, Lumber DOL -1.33 date grip 00L--1.33, Truss designed for wind reads in the plane of the truss only- For studs exposed to 'mind (normal to the face), see M[Tek "Standard Gabfe. End Detail" 4) This truss has been designed for a 10.0 psf bottom chord Jive lead nonconcurrent with any ether 11ve loads. All Plates are 2X4 MT20 unless otherwise indicated. 8 This truss requires plate inspecton per the Tenth Count Method when this truss i -s chosen for quality assurance inspection. 7) Gabile studs spaced at -0-0 e . 8) Provide mechanical connection (by others) of toss to bear -ng capable 55 1b uplift at joint and 181 Ih uplift at joint 8, of it�ta��rl� upliftat joint 10Ib uplift at joint 11, 180 Ib upliftat joint 1 f 9) Non Standard bearing condition.. Revi-ew required". 10) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11-1 and R802.10.2 and referenced standard ,1C/"rF'1 1. LOAD CASE(S) Standard ge I reale = 1:-21'. 7 $X4 = WWW 1743 n -I I Fuss Truss Typo QtY PIY jVVH ITE SANIDS rf T, I 1B JACK %aUl 1 iG I ILL 1 4 U�t Si Anmony, iu'a Mark man -um 'lata Offsets i LOADING (psf) TCLL 35.E iGDL 8.0 BCLL 0.0 BCDL 8.0 -- -4- Job Reference pgor -24 6.300s gull 11 3mr, NAJ-Teirlndustl , dIJ . u Jun I V U8: :444 : UUU 3 3x4 = 3 1--0 1--0 5 -1-A-� -4- T r V 7 4 19-8-24 1[1:0-0-15,0-5-4]- LUMBER TOP CHORD 2 X 4 SPF lo. POT CHO RE) 2 X 4 SPF No,2 VVEBS 2 X 4 SPP Stud VVEDGE Left: 2 X 4 SPF Stud SPACING 2-0-0 Plates Increase _ umbo Increase 1.1 Rep Stress l rrcr YES Code rF 003/TP]200 TG 0.70 BC 0,11 0.20 (Matrix) REACTIONS P/Size) 3=128/Mechanical, 4=23/Mechanical, 5=374/0-5-8 Max F-Iorz 5=1 16(loa i case Max Uplift =-84 load case 5), 5=-7 (load case, 5) Max Grav3=1280oad case 1), 4= (load case , 5 74(load case 1 FORCES (lb) - Maximurn ompre 5ion/Maximum Tension TOP CHORD 1-2=-214/512,2-3--39/56 DOT CHORD 1-5=-l7, 4-5=0/0 E P 2-5=-490/156 DEFL in (I!oc) I/defl Ud ert(I-L) -0,01 4-5 >999 360 Vert(TL) -0.01 4-5 >999 180 Horz(TL 0.01 3 n/a n/a nd(LL) -0,00 5 >999 240 BRACING TOP CIAO RD BOT CHORD PLATE I TO Weight: ht: 1 Ib FP 19-71144 Structural wood sheathing directly applied or 5-4-2 0c purlins. Frigid Ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Winch ASCE 7-02; 0mph; h" fta T L=4_8psf; l3DL=4_ p f, Category I1 p C,,enclosed; MWFRS gable end zone. cantilever to vertical left and fight exposed, Lumber DOL=1.33 piato grip U L =1 _ . � ft and �rght exposed ; end This toss is not designed to support a tailing and is not intended for use where aesthetic -s are a consideration. This truss has been designed for a 10.0 psf bottom chard live load nanconculrrent ith any other- live loads. 4) This truss require plate Fnsp ction per the Tooth Count Method when th-Is truss Is chosen for quality assurance ins, action. F e�fer to order() for truss to trussconnections. p Provide mechanical Connection (by others) of truss to bearing prate capable cifith tandin - 7) This truss is designed in accordane `iffy e 00International Residential � 4 Ib uplift at ��it�t and � l� ��ai� �� joint _ �d� socttor�s R502,1 1.1 and R802.10.2 and referenced standard AdVIIT'PI I _ i LOAD E( � Standard 0 Fage 1 ,5ca1e = -0 15.1 Job Ti-uss Truss Type Qty 1 743 C1 C JACK 2 ud71mit I runs, bt Anthony, ID, Bark Mangum um N I NFA -0 Ply I WH ITESA N 0 S 0 0 IS T. W, L Jeb Reference � ti 19-0-24 6a300 s Jul 112006 MiTek .Industde , Inc — 24 Tue Jury 19 08;59:45 2007 gage 1 -0- P l ate Offs ets WADING__... �- �'II 0-0 q� I DEL ir, f�� l,�d�efl L}� PLATES TALL . Plates Increase 1,15 TC O.38 Vert(LL) -0.0 4-5 >999 360 MT20, 197/144 T DL 8.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.00 4-5 >999 18() BOLL 0.0 Rep Stress Inca YES VVB 0,11 Horz(TL) 0.00 3 n/a n1a BCDL &0 Code 11 00TPI 0 ( atni) Wirid(LQ -0.00 5 >999 240 Weight. 14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No -2 TOP CHORD Structural wood sheathing directly applied or 40-2 oo purlins:. �T I•-i'il� � �'I� Stud VVEBS 2 X 4 SPF Stud �IBST OD Rigid ceIIIng directly applied or -C�-O cc bracing, EIDE i Left. 2 X 4 SPF Stud i REACTIONS (lb/size) =43JIMech,ani ai, 4=114/Mechanical, 5;--331/G-5-8 Max Hort =(lead case ) MaxUp11ft3=- o(lead case ), 5=-78(foad case 5 Max G rav 3 =430oad case 1), 4= (load ease ),=331(lcad rase 1 FORCES 0b) - ax -Munn ornpression/Ma imam Tension TOP CHORD 1'- X1531379, 2-3--24118 BOT C HRD 1-!5--2 601170, r =0/0 WEDS 2-5=-401/118 NOTES 1) Wind: ASCE 7-02, ornph; h= fk; T DL= .8psf, B DL -4. psf- Category Il; Exp ; enclosed; MWFRS gable end zone; cantilever left and r ht exposed , end vertical left and right exposed, Lumber DOL=1y plate grip DOL -1 _ r �F This true is not designed to support a coiling and is not intended for use where aesthetics are a consideration. This truss has been designed for a 10.0 psf bottom chord live load non encurrent with any other lire loads. 4 This truss requires plate inspecVon per the Tooth Count Method when this tress is chosen for quality assurance inspection. Defer to girder(s) for truss to truss connections, Provide rneehenical connection (by others, of truss to bear�ing plate capable ofithstandin 0 Ih uplift at joint � � � t and 78 Ib uplift at jobt 5. This truss is designed in accordance Wth the 2002 International Residential Code section R502-1 1,1 and R802-10.2 and rc4Lrenced slandard NSI/TPI 1 - LOAD_ LCA CASES) Standard L-- Job Truss Tris Typea by "'I+ 1743 C1D JACK 2I Summit Truss, St Anthony, ID, Mark Mangum -8- -1-2 4VII-11TEESAID D C CANS T . 10-4-24 Jcb Reference (opt onao 00 s jul 11 2006 VariTek Indu 4r]e , h , 1-11 _.. 2x4 # , 2-8-2 1-'ii-rr_ -r LOADING (psis SPACING _0--0 CS1 D EF L in (Ioc) Wd efi Lid TOLL 35.0 Plates Increase 1,15 TC 0.14 art(LL) 0,00 5 >999 360 T CSL 8.0 Lumber Increase 1.15 BG 0.07 Vert(TL) 0,00 5 >999 180 D LL 0 0 Rep Stress Incr YES VVB 0.08 I--iorzJL) -0.00 3 n/a n/a BCDL _0 Code Ii 00 fTPI 0 (matrix) i ` 'ind(LQ -0.00 5 >999 240 LUMBER TOP CHORD 2 X 4 SPF N0,2 BOT CHORD 2 X 4 SPF Stud i "EBS 2 X 4 SIF Stud WEDGE e Left: 2 X 4 PF Stud REACTIONS (lb/size) �1 61'MeChaniC2l, 4=- 111echanical, 5=386/0-5-8 MaxHorz 5= 0(Icad case ) Max Uplift =-1 .6(load case 1), 4-- (load case 1), 5_10 (load case M ax C3 rav 3,11( load ca se 5), 4= 8 (load c as e 3), _ l oad case 1 FORE (lb) - Maximum Compression/MaximumCompression/Maximum Tension TOP CHORD 1---881208, 2-3=-6815 B 0 T C H0 RD I- 5= -129198, 4-5-0/0 WEBS -5=-364/106 BRACING TOP CHORD ESOT CHORD PLATES l T 0 Weight: 9 ]b Toe Jun 1 08'59:46 2007 Page 1 G lel P 1971144 Structural wa sheathing directly applied or 2-6-2 oc purlirls. Frigid ceiling directly applied or -0-0 oc bracing, OTE 1 find: ASCE 7-02; 90mph; h= 5tt; T UL=4. psf: 13DL=4. p f; Category ll; Exp � enclosed, MVVFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DO L=11.33. This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration, This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otter lire loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quafity assurance inspection. Refer to girder(s) for truss to truss cornnect[ons. Provide mechanical connection (by others) of truss to bear7ng plate capable of withstanding 126 lb uplift at joint 3, 8 Ib uplift at joint 4 and 106 fb uplift at joint 5r 7) This truss Is designed i n accordance with the 2003 l n tern a -V n as Ides Id enti ai Code sections R502.11.1 and R802.10.2 2nd referenced standard AN811TPI I. LOAD CASE(S) Standard SrAle = 1:9,11 Job Truss TFUSS Type_ Qvy 1743 CiE MONO TRUSS Summit Truss o t Anthony. ID, Mark Mangun_I, - Plate Offsets -4-1 .Ply tlW HITSNDSI T_ 1 w Job P efe rence O tical 6.300 s juI 112006 'IiTek Industhes, Inc- Tue Jun 19 08:59.-47 200 Page 1 -1 _1 n '. 1-6-0 0-2-12 1.c�-o-o'r671- 1 -Y2-1 1,'Ed- e 7-1-1 1, -11 rEd g' liced LOADING (ps PACING -0-0 TL.L 5-.0 Plates Increase 1.1 T C L 8,0 Lumber Increase 1.1 BOLL 0.0 Rep Stress Incr YES BCDL 8.0 C Cede IR 2003 TP[200 LUMBER TOP CHORD 2 X 4 SPF 1650F 1,5E 80T CHORD 2 X 4 OF 21OOF 1.8E WEBS 2 X 4 SEE Stud WEDGE Left* 2 X 8 DF SS REACTIONS (lbI ize =15310- - F 4= 8C)/ lochani ala 1=42410- - Max H orz .1=1 0( Ica d case Max lip l ffi=- (1 a d case ), =- ( fond case , 1=-69 load case FORCES (lb) - Maximum c;ompre:SSi0r1MaXjrnurn Tension TOE CHORD 1-2=-6481172,2- -74/36 EST CHORD 1=-256'567 WEBS -4=-6061273 BIN T P HORD BOT CHORD 4 ud PLATES GRIP 360 MT20 1971144 180 nla 240 _�— Weight; 33 lb Structural wood sheathing directly applied or 0-0 oc purlins. Rigid ceiling directly applied or -10-0-0 oc b in . (VOTES 1) Wird. ASCE 7-0 ` 0m ph - h= ft T D L= 4. p sf° D L= , 8 psf; Category [I,- .Exp Q enclosed; MWFR,5 gablerid.one. cant' vertical deft and right exposed; Lu'rnber DOL=1,33 plate n DOL=1.33. al r I re r� l t end This truss has been designed for a 10.0 psf bottom chord lige load nan oncurr nt with any other live loads, This true requrre plate inspection per the Tooth Count Method when this truss is chosen for quality assurance in ection, 4) Defer to girder( for truss. to truss connections. � Provide mechanical' connection (by others) Of truss to hearing plate capable of withstanding p g fb uplift at joint 3, 57 lb uplift at 1ir~rt 4 and 69 IIS uplift atjoint I . Beefed plate or shim required to provide full beadng surface with truss chard at joirrt(s) 3- 7) This truss is designed in accordance with the 2003 International Residential, Gude sections R502.1 1.1 and R 0 .10. and referenced standardANSI/TPI 1. LOAD CAS r=(S) Standard ■ YAays+ � Scare_ 3AP--l' DEL in (fon) I/deft TC 0,34Vert(LL) _0,22 1-4 >460 SC 0.4.E Vert(TL) -0.47 1-4 >0 0.29 Hors(TL) 0.01 4 n/ (M trlx) IWind(LL) 0.00 1 REACTIONS (lbI ize =15310- - F 4= 8C)/ lochani ala 1=42410- - Max H orz .1=1 0( Ica d case Max lip l ffi=- (1 a d case ), =- ( fond case , 1=-69 load case FORCES (lb) - Maximum c;ompre:SSi0r1MaXjrnurn Tension TOE CHORD 1-2=-6481172,2- -74/36 EST CHORD 1=-256'567 WEBS -4=-6061273 BIN T P HORD BOT CHORD 4 ud PLATES GRIP 360 MT20 1971144 180 nla 240 _�— Weight; 33 lb Structural wood sheathing directly applied or 0-0 oc purlins. Rigid ceiling directly applied or -10-0-0 oc b in . (VOTES 1) Wird. ASCE 7-0 ` 0m ph - h= ft T D L= 4. p sf° D L= , 8 psf; Category [I,- .Exp Q enclosed; MWFR,5 gablerid.one. cant' vertical deft and right exposed; Lu'rnber DOL=1,33 plate n DOL=1.33. al r I re r� l t end This truss has been designed for a 10.0 psf bottom chord lige load nan oncurr nt with any other live loads, This true requrre plate inspection per the Tooth Count Method when this truss is chosen for quality assurance in ection, 4) Defer to girder( for truss. to truss connections. � Provide mechanical' connection (by others) Of truss to hearing plate capable of withstanding p g fb uplift at joint 3, 57 lb uplift at 1ir~rt 4 and 69 IIS uplift atjoint I . Beefed plate or shim required to provide full beadng surface with truss chard at joirrt(s) 3- 7) This truss is designed in accordance with the 2003 International Residential, Gude sections R502.1 1.1 and R 0 .10. and referenced standardANSI/TPI 1. LOAD CAS r=(S) Standard ■ YAays+ � Scare_ 3AP--l' %J %.�" 1743 Co -r„ CN l R l Truss 1F %.r&Ae11I111L a IUQ,', Q t-�rjki;uf iy, iu, marK IYIa'1 Igum LOADING (psi) TOLL 35.O TOOL 8,0 BOLL 0.0 F3D L -0 Truss Type JACK -1- A It 'dry �z Ply I `HITENC DNT. 1 I Job R eferenc(opt]ona1 6.300 s Jul 11 2008 MiTek. Industries, In Tije ..lure 19 018:59:48 2007 Page 1 LU13E TOP CHORD 2 X 4 PJ= No.2 3 T CHORD 2 X 4 P No_ WEDGE Leif- 2 X 8I)F ilm m 9-1 k1 2 II --1 1 1 0--1 1'0-2-1 7 ,Edael 6-0-14 5 • 14 SPACING -0-0 CS1 DEFL in( inroc 10c) I�dti L�`d PlatesIncrease.1 T 0,77 Vert(LL) -0.07 1-3 >999 360 Lumber Increase 1.15 ESC 0.32 Vert(TL) -0,14 1-3 >478 180 Rep Stress Incr YES VVB 0.00 FIorz(TL) -0.00 2 n/a n/a Code l . 0 ITP1 00 (Matra ind(LL) 0.00 1 240 REACTIONS (16/size) 2=242/Mechanical, =464Aechanlca1, 1=283)`0-5-8 Max H orz 1,91 Coad case aX Uplift; -10 (loud case ), .1=-450oad case 8) M ax G rav 2=242 (Joad case 1), 3=104(1oad case ), 1= (l Cad case 1) FORCES (Id - Maximum Cornpresslion/Maxinnum Tension TOP CHORD 1=--70/70 BOT CHORD 1-3=01C) BRACING TOIL CHORD BOT ISO FAD PLATES MT20 'eight, 19 Ib GRIP 1971144 711 K kructural wood sheathing directly applied or -0- 14 cc purlins. Frigid ceiling directly applied or 10-0-0 cc bracing, NOTES 1) Wind. ASCE 7--0 ; 9 mphl h= ft; T DL=4.8psf, ECD -4, psf; t o Ila F r, l s I J I r rl v rtr of left and fight exposed; Lumber D L=1 E ;plate grip DOL=1.33. , arlt�lever leis ar�d r�gl�t pi ed ¢end This tress has been designed for a 101) psf bottom chord live load n riconcur-rent with any other I'lve loads- 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen forua assurance ins ` 4) Defer to girder(s) for truss to truss connections, � � �tlon. Provide mechanical connection by ethers) of truss to hearing plate capable of withstanding 108 Ib uplift atjoir,t 2 and 45 Ib uplift at ��it�t 1. 6) This truss is designed in accordance with the 2003 International Residential idential Code sections R50 .`� 1.1 and R802,10_ �r�d referenced Standard . I I/-FPJ 1. LOAD CASE(S) Standard Zc-ale, = i<T Job Truss True Type aly Ply VV H I TE D N T- -- 1743 C1GJACK 2 -°� -- Job Re'rence (optional) );ummit Truss, St Anthony, 10, a Mangum __�� Jul� 11 2006 MiTek Industries, Irte_ Tue Jun 19 08.-5§-149 2DO7 P�� 1I 3-0-14 r -0-14 1-6-0 t _ I,3 -0-14a 1-- 0-_1 1-4-2 Plate Plat LOADING (psi SPACING 2-0-0 CS1 DEFT T LL _0 Plates Increase 115 TC 0.17 Vert LL TCD L 8.0 Lumber Increase 1,15 BC 0.1 Vert(TL) BOLL 0,0 Rep Stress lacy YDS VVE 0.0o Horzjl-) 6 DL 8.0 Code IFS 00 /TP1 00 (Matrix) �ir1d LL LUMBER TOP CHORD 2 X 4 SPF No,2 BOT CHORD 2 X 4 SPF Stud WIDE Left, 2 X 8 DF SS REACTI 0 N (Iblsize) 2 =11 /Mech,arii call, 3 =212/M e cha n 1 ca 1, 1=135'0-5-8 hoax Ho rz 1=49(I0ad case Max Uplift --53,(l oad case ), 1=-1 (load ease Max G rav 2 ;113(l cad ease 1), =50(lcad care a 1=1 (load case 1 FORCES (lb) - Maximum CompresslonMaximurn Tension. TOFF CHORD 1-2=-37/37 80T CHORD 1-3=010 In (lor;) Vdefl L/d -0,00 1-3 >999 360 -0.01 1-3 >9 180 -0.00 2 n1a n/a 0.00 1 240 BRACING TOP CHORD BOTCHORD M. - PLATE f T 0 Weight: 12 Ib GAP 1971144 Structural wood sheathing directly applied or 3-0-14 cc purlins. Rigid ceiling directly applied or 10-G-0 ec bracing. NOTES 1) VVind.. E 7-0 -0 h; h- 1`t; TT DL=4.B sf,p I- D DL=4, psf; Category l F enclosed;Ve p � - 1' VFI gable end zone; cantilever left and right posed ;end vertical left and dght exposed; Lumber DOL -1.33 plate grip DOL=1, . This truss has been designed for a 10.0 psf bottom Chord live load noncon eurr nt with any other live loads. This truss uiire late inspection r they Tooth o his truss is chosen for quality assurance inspection. � P p p Count Iietl��d f�err t p 4) Refer t irder(s) for truss to truss connections - 5) Provlde mechanrcaJ con ne tion (by others) of truss Yo bearl-ng plate capable of withsta.ndin 1b u lift at joint � R' 1 and 18 Id upiift at jornt 1, This truss is designed in accordance with the 2003 Intematienal Residential Code sections R502.1 1,1 and R8()2.1()-2 and referenced standard IITP 1 1. LOAD GASES) Standard J o b Truss Tress Type Qty Ply WHITESANDS CONST. 1743 G2 SPECIAL Summit Truss, Bk Anthony, ID, Mark Mangum Reference a donna 6.300 s Jul 112006 I IITak Industries, Inc, Tule Jun 1 -- --11 -- 11-3-0 L I LOADING p TOLL 35.0 TCDL 8.0 BOLL 0,0 B;DL _0 2X4 1 8 08; :0 2007 Page 1 `- 0--4 �- : 1 -u-U-0,![ -1-1 , [ 1:0-2-11, Ed LUMBER TOP CHORD 2 X 4 SIF o_ BOT CHORD 2 X 4 SPF Stud VVEBS 2 X 4 SPF Stud WEDGE Left 4 SPF Stud PAI -0-0 CSI 9 DEFIL Plates f n rr a s 1.15 TC 0.32 Vert(LL) Lumber Increase IA5 13C 0,74 Vert(TIL) Rep Stress I n cr NO VV13 0.47 .dor z(TL) Code IRC2003fTPI.2002 (Matrix) ad(LL) REACTIONS 1b/size) 11=656/0-8- , 8=.93910-5-8 M ax H0rz 11= 40(Ioad Case ) . UpJift11 -1 4(load Case ), 8= - (l aid Gale ) 5-9-5 in (1ec) I/defl Ud PLATES RIP -0,04 8-9 > 999 360 MT20 +1971144 -0.14 -9 >723 180 BRACING TOP CHORD BOT CHORD FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1= =-57148" - =-1 / C), - =-1 6 f , 4-5=-109/60, - =-1 /0 " T w -i ID 1-1 -51149,., 1 C)-11 56/32, 9,10=0/48' 3-9=-307/1 1, 8-9 -27677 I D, 7- ,Oso WEBS -11--6'14/1 , -`I 1=-168/21, - --22411093, 4-9--140/6-5 , 4- =-898/349, $--289/"141 Structural woad s h eaths n!9 directly applied or 4-10-5 oc. purlins. Rigid ceifing directly applied or &-0-0 oc bracrn. NOTE 1) Wind: ASCE 7-0; 0nnph; h=%f.;ft; TSL=p�� B'�L=� �' Category _ � � 11; Exp , er�lose�l, f'��'FI bbl end zor� ar�talver 11't and nght pod , end vertical Ie and dght exposecfa Lijmber ID L=1,3'3 plate grip 1) 0 L= 1, 33, This truss is not clesfgned tO SUPPOr# a Ceiling and i5 not interiaea for use here aesthetics are a consideration, ) This tMSS has been designed for a 10.0 P f bottom chard lige load nonconcurrent with any other live Roads. ThIs truss requires Plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Provide nnechanical connection fby others) of truss to beadng plate capabl`e of withstand[ng 124 lb LiPlift at o nt 11 arid 299 Ib uplift plift aunt.. This truss is a n d irerdance with the 2003 1ntem atiora Res [dent -[a I Code secticn s 8502.11.1 and 880110,2 and reference 7) In the LOAD CASE(S) section, loads applied to the face of the truss are rioted a front 1= or back (a). d tar�dard �,I I�'T�I 1. LOAD CASE(S) Standard 1 Regular- Lumbar Increase=1..15, Plata Increase=1.15 Trapezoidal Loads (pl Vert: 1=D(F-4 , B=43) -t0 -5=-2:36(F=--75, B= -75).,9=-166(F=-75, B= -75) -to -6= -172(F= -78,B;=-- - B= -3) -to -7=-45(F=-14, 13=-114, 1 � F=gip = -tv-1 -- =� F ��9=-21(F=-3, 0,02 8-9 > 99 9 240 'weight: 47 Ib BRACING TOP CHORD BOT CHORD FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1= =-57148" - =-1 / C), - =-1 6 f , 4-5=-109/60, - =-1 /0 " T w -i ID 1-1 -51149,., 1 C)-11 56/32, 9,10=0/48' 3-9=-307/1 1, 8-9 -27677 I D, 7- ,Oso WEBS -11--6'14/1 , -`I 1=-168/21, - --22411093, 4-9--140/6-5 , 4- =-898/349, $--289/"141 Structural woad s h eaths n!9 directly applied or 4-10-5 oc. purlins. Rigid ceifing directly applied or &-0-0 oc bracrn. NOTE 1) Wind: ASCE 7-0; 0nnph; h=%f.;ft; TSL=p�� B'�L=� �' Category _ � � 11; Exp , er�lose�l, f'��'FI bbl end zor� ar�talver 11't and nght pod , end vertical Ie and dght exposecfa Lijmber ID L=1,3'3 plate grip 1) 0 L= 1, 33, This truss is not clesfgned tO SUPPOr# a Ceiling and i5 not interiaea for use here aesthetics are a consideration, ) This tMSS has been designed for a 10.0 P f bottom chard lige load nonconcurrent with any other live Roads. ThIs truss requires Plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Provide nnechanical connection fby others) of truss to beadng plate capabl`e of withstand[ng 124 lb LiPlift at o nt 11 arid 299 Ib uplift plift aunt.. This truss is a n d irerdance with the 2003 1ntem atiora Res [dent -[a I Code secticn s 8502.11.1 and 880110,2 and reference 7) In the LOAD CASE(S) section, loads applied to the face of the truss are rioted a front 1= or back (a). d tar�dard �,I I�'T�I 1. LOAD CASE(S) Standard 1 Regular- Lumbar Increase=1..15, Plata Increase=1.15 Trapezoidal Loads (pl Vert: 1=D(F-4 , B=43) -t0 -5=-2:36(F=--75, B= -75).,9=-166(F=-75, B= -75) -to -6= -172(F= -78,B;=-- - B= -3) -to -7=-45(F=-14, 13=-114, 1 � F=gip = -tv-1 -- =� F ��9=-21(F=-3, Job Truss Tess T ype Ply 1 743 C2A SPECIAL i F LOADING (psfl TOLL 35.0 TDL 8.0 BOLL 0.0 BDL 8.0 9-1-2 1-8-12 2--1 iNHITESANDS -CONS Ti, I J o b ]deference e ptign -6-3GO s Jul 11 2006 MITek Irldustries In -c 2-0-1 4 1--0 1r-8-'1, SPACING2-0- P later Increase 1.1 Lumber Increase 1,15 Rep Stress Incr YES Code I OOPr2O.02 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHO RD 2 X 4 SPF No- -Except* B2 2 X 4 SPF Stud WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 4 SPF Stud 0--1 -0-4 REACTIONS (lb/size) 4_7010-5-8, =-`f 04/0-5-8, 9=413/0-5-8, =209/0-5-8 Max J,Per = 129( loa d case 5 pIift4=-; 4(1oad ra Se 5)' 5.=-112(load case , 8 (Iead case )a 6=.51 case Maxrav4=70(lead case 1), = (Jead case 5), =41 (load a 1), _ 0 Ioad Gala 1) FORCE` (1b) -- Maximum Cornpression/Maximum Tension TOP CHORD 1-2=_63/159, 2-3=-202J48, 3-4=-43/24 13 T H RD 1-9=-91168,8-9=-3/7,7-8=0/28,3-7=-25133,6-7=-105/151,5-6=0/0 EB -9=-312/11 , 7-9=- 1 12JO, -7 =-39/234, 175/122 75/1 E3RACING TOPCHORD ETHD 11 co C4 at J PLATES M T20 `eight; 25 Jb TueJijn 19 08-59-512007 Page 1 GRIP 197/144 Structural wood 8beathing direct[y applied or 11- 12 0c purlins. Rigid ceiiing dir-ectly applied or 10-0-0, oc bracing, Except: 6-0-0 ac bracing- 1 -9 - NOTES - N TE 1) ind; ASCE 7-02; 0mph; h=2a T DL=4.8psf B C L=4-8psf; Category Il; Exp C, enclosed; MVVFRS gable end zone- verttcaf left and Nght exposed; ." Lumber 0 L=1,33 plate grip DOL=1. a �ar�tile�rer left and r��t exposed -, end 2) This truss is not des-Ignad to support a ceiling and Is not intended for use where aesthetics are a COnsilderation. 3) Thi toss has been designed for a 10.0 psf bottom Chord live fond nonconcurrent ith an other live leaad r 4 Tris truss requires plate Inspection per the Tooth Count Method when this truss is che.sen for-qualityassurance Ir~spec#,lerl. Provide mea�connection e�tien (bothers) oftruss to bearing plate gable of it�ttr�dfrr 1 JIB uplift at joint � 4 Pb uplift at jaint 4, 112 Ib uplift at jointIb �.Ipli at jointacid l eve l plate or s him req ul red. tO p rov i de Fu I I bear -i nq $Urface vyi t tl-u Ch o rd at join t(s) 4. 7) This truss is designed In accordance with the 2003 international Residential Code sections R502.11.l and 8802,10.2 and referenced standard ANSVTPI 1, LOAD CASE(S) Standard Seale a 1''a DEFL in 1oc I/defJ Ud TC 0.12 Vert(LL)-0.00 7 >999 360 BC 0-07 art TL - .o0 8 >999 180 VVB 0-10 Hort(TL) 0.00 5 n1a n/a atdx) nd(LL) 0.00 7 >999 240 REACTIONS (lb/size) 4_7010-5-8, =-`f 04/0-5-8, 9=413/0-5-8, =209/0-5-8 Max J,Per = 129( loa d case 5 pIift4=-; 4(1oad ra Se 5)' 5.=-112(load case , 8 (Iead case )a 6=.51 case Maxrav4=70(lead case 1), = (Jead case 5), =41 (load a 1), _ 0 Ioad Gala 1) FORCE` (1b) -- Maximum Cornpression/Maximum Tension TOP CHORD 1-2=_63/159, 2-3=-202J48, 3-4=-43/24 13 T H RD 1-9=-91168,8-9=-3/7,7-8=0/28,3-7=-25133,6-7=-105/151,5-6=0/0 EB -9=-312/11 , 7-9=- 1 12JO, -7 =-39/234, 175/122 75/1 E3RACING TOPCHORD ETHD 11 co C4 at J PLATES M T20 `eight; 25 Jb TueJijn 19 08-59-512007 Page 1 GRIP 197/144 Structural wood 8beathing direct[y applied or 11- 12 0c purlins. Rigid ceiiing dir-ectly applied or 10-0-0, oc bracing, Except: 6-0-0 ac bracing- 1 -9 - NOTES - N TE 1) ind; ASCE 7-02; 0mph; h=2a T DL=4.8psf B C L=4-8psf; Category Il; Exp C, enclosed; MVVFRS gable end zone- verttcaf left and Nght exposed; ." Lumber 0 L=1,33 plate grip DOL=1. a �ar�tile�rer left and r��t exposed -, end 2) This truss is not des-Ignad to support a ceiling and Is not intended for use where aesthetics are a COnsilderation. 3) Thi toss has been designed for a 10.0 psf bottom Chord live fond nonconcurrent ith an other live leaad r 4 Tris truss requires plate Inspection per the Tooth Count Method when this truss is che.sen for-qualityassurance Ir~spec#,lerl. Provide mea�connection e�tien (bothers) oftruss to bearing plate gable of it�ttr�dfrr 1 JIB uplift at joint � 4 Pb uplift at jaint 4, 112 Ib uplift at jointIb �.Ipli at jointacid l eve l plate or s him req ul red. tO p rov i de Fu I I bear -i nq $Urface vyi t tl-u Ch o rd at join t(s) 4. 7) This truss is designed In accordance with the 2003 international Residential Code sections R502.11.l and 8802,10.2 and referenced standard ANSVTPI 1, LOAD CASE(S) Standard Seale a 1''a Job Truss Truss Type Qty Ply VVHITESANDS CONST 1 743 G213 JACK 2 19-0-21 Summit Truss, t :rfth+�n, I D, Ma pi � ran Job Ike � � erenoflgna - 9-1-2 _ Jul 11 2006 MiTek Irld strie . Inc- Tue Jun 19 08:59,53 2007 Page -11-12 1 L_ 1-6-0 3-11-12 1 1-6-0 0--1 1 P.1 Offsets (X rn: 11.0-0-0,O-1 15,0-5-41 - 2-3-0 LOADING (psi SPACING 2-0-0 ] DEFL in (I€ c) I/defl L/d TOLL 35.0 :Plates Increase 11.15 TC QA1Vert(LL) 0_00 4-5 >999 360 T DL 8.0 Lumber Increase 1,15 F3G 0.13Vert (TQ -0.00 4-5 >999 180 BOLL 0.0 Rep Stress In r YES WB 0,11 Hor-z(TL) -0.00 2 n/a n/a B DL 8.0 Code IRC2003fTP12002 (Metrix) nd(L -0.00 4-5 >999 240 LUMBER BRACING TOFF CHORD 4 SPF NO,2 TOP HOOD 80T CHORD 2 X 4 SPF Stud BOT H F D VVEBS 2 X 4 SPF Stud WEDGE Deft, 2 X 4 SPF Stud RE -ACTIONS Ob ize) =410.5-8, 5=327/0-5-8,2=54Mechanical Max Hort 5=91(load case 5) Max Upli - 74(1eed case ), =-5(leed ease ) Max r v4 = (lead case ), = 27(load ease 1), 2= 4(load case 1) FORCES (Its) - Maximum um ompr-esslen/M imum Tension TOPS CHORD 1-2=-142-/379, 2-3=-2/0 60T CHORD 1-5=-276/161, 4-5=0/0 'EB -5_-383197 -21 PLATES GRIP MT20 197/144 ''eight; 14 1b Structural wood sheathing directly applied or 3-11-12 oc purlins. Rigid cei1in g d irectly appIi d or -0-0 0e bracing. NOTES 1 Wind: ASCE 02, 0rnph; h=25ft, T DL= . psf; B DL=4. psf; Category ll, Exp G, enclosed; MVVFRS gable end zone' canfilever left and right exposed , end vertical deft and right exposed, Lumber DOL=1,33 plate grip DOL=1 .33.. This truss is not designed to �u � � ppar# a c-eiling and is not intended for use where aesthetics are a consideration. This truss has been d signed for e 10.0 psf bottorn chord live Ioad noneer,current with a ny other live load s. 4) This true require. plate inspection per the Tooth Count lathed when this truss is chosen for quality' assurance -inspection. Defer to girders) for truss to truss connections. Provide rnechanreel connection (by others) of truss to hearing plate capable of withstanding 74 lb uplift at joint 5 and 65 Ib uplift at joint 2. 7) is truss Is between d signed ire accordance with the 2003 Intemational l sidental Code sections J . 0 11.1 and I .� 0_ and reference: tandard ��TPI I Inswcfe of tqp chord bearin 9 and first d[agortz�l or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard scale = 1:11 Jeb Truss1743 C2C Truss ape JACK 2 OUMM111 I FUSS, tit Antriony, ID, Mark Mangum Plate Offsets(X,yy LOADING (psq TOLL 35.0 T DL & BOLL 0.0 BDL 8.0 ,LUMBER TOP CHORD 2 X 4 SPF No,2 BOT CHORD 2 X 4 SPF Stud EDE Left: 2 X 4 SPF Stud 1:0- -15.0- - SPACING -0-0 Plates Increase 1.15 Lumber Increase 1,1 Rep Stress In r 'YES Code f I20ITP [2 0 0 -1- Ply J''HITE.f`JDIT_ I P 10-0-11 Job Reference (optiona 6.300 s J _V_N06 MiTek Industries, Inc 2 CSI DEF L in Oecl l/d efl Ld TC 0.09 Vert(LL) -0,00 1 >999 360 sc 0.06 Vert(TL) -0.00 1-3 >99-9 1 0 B 0.00 Hor TL) -0,00 2 n/a n/a (Matrix) ' nd(LL) 0.00 1 240 REACTIONS[h/sire) -81IMechanicai, 3_15/0_5_8, 1=96/&" MaX HOrz 1=5OOoad case 5 Fl ax Uplit =46( load ra se 5), 1=- 6 (I ead c as e 5) Max Grav2=81(ldad case 1), = 4(foad case ), 1= 6(lead ease 1 FORCES flb) - MaximumCompression/Maximum Tension TOP CHORD 1-2=-35/35 BOT CHOP,0 1- -oio BFZACING TOPCHORD B T CHORD 11 2 PTE MT20 Weight, 6 lb Tue Jury 19 O&:59:54 2007 Page � GRIP 1971144 truotural wood sheathin g directly appi fed or 1- 11- 12 cc purlins Rl-gid ceiling direcUy applied or 10-0-0 oc bracing. NOTES 1) VVind.ASCE 7-02- 9OMph- h- fit; T J°L 4_8psf; B DL=4, psf; Cate -gory Ila Exp P enclosed, Nt F able end zone; ne erltife�rer left and right exposed end vertical left a.rMc� n�ht expeed; Lumber D0L=1.03 plate grip DOL=11 _. This truss has been designed for a 10, p f bottom chord live load norconcurrent w-Fth any other ['ive Jcads. 3) This truss requires plate inspect on per the Tooth Count Method when this truss i chosen for quality assurance -in ection_ Refer to girder(s) for i s to truss connections. p echanioalf connecton (by others) of truss to gearing plate capable of withstanding 4 ' � F�rc�r�r�de rr� . � Ib uplift a# joint and J 6) This truss is designed in accordance with the 2003 International onal Residential Code sectionsR502.11.1 and R8 h uplift re ce 1. X2.7 �. �n� referenced standardANSI/TPI 19 LOAD CASE(S) Standard SC -31a m 1-7- 11 7_ Job Truss 174 1D Summit Truss, St Anthony, ID, Clark Mangum -- -1- 1 -10- 5-4-1 Truss Type OD, QUEEN 44 5 Qty I Ply f WJilTESANDS CONST. 2 5--1 Joky Reference (optional) 6-300 s Jul 112006 LM[Tek lndustries, Inc Am Tue Jun 1 � =��:5 5 200 I 30-10-8 1 RM Sale ; i : so.1 Plate Offsets L D1 G (ps TELL 35,0 T'DL 3,0 8LL 0.0 ECRL 8.0 LUMBER TOP CHARD BOTCHORD WEBS mm; [7:0-2-O.Ed FACT -G-0 Plates Increase 1.15 Lumber InCreas 1.15 Rep Stress Iner YES Code IRC2003/TP12002 2 X 4 SPF faro. 4 SPF Je. 4 SPF Stud *Except*' 4 2 X 4 SPF tic). WEDGE Lft:4SPF Stud 1,15-2-4 7--1 A '�-elyA 7 -1 - CSI I DER in Oce) I/din Lid TC 0,63 Vert(LL) -0.05 1 C�-1 1 >999 360 EC 0.54 rt TL -0,1210-11 999 130 Vis 0,80 H rz(TL) 0-02 10 n/a n1a (Matrix)Wind(LL) -x}.07 12-14 >999 240 REACTIONS (IbI i ) 14=2227!0-5-8, 10=907/0-5-8 M ax Merz 14= 1 (load case 4) Max UpI1ft14=-653(1 ad case ), 10--1 0(Ioad case ax G rav14= 22 27(load case 1)+ 1 0=960(lcad cas a 10) 3X4 _ 30-10-8 PLATES MT20 Weight: 131 lb GRIP 1971144 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-11 Oe purlins. except end verti al . BOTCHORD Rigid ceiling directly applied or 0.0 cc bracing.. VVESS 1 Row at r n-rdpt 4-1 �1 FORCES (lb) - M@Lximurn 7ComPre lon/'�la imurn T ri ion T P 1,}. I RD 1- =- }'6 , - =- 9/88 i 3 =-328 1 0 , 4-5=-461 + 1 p ',. =-564/` 2 0 6 - 8 T H G R D 1-14=-44,4/264,13-14=-434/234,12-13=-434/234,11-12--63/840 -1 -x/264, 1 -14=-434/2 34, 1 -1 3,-434/234, `l 1 �1183/1025 63/84 1 �-1 - } i =- -� 1 `l -- -1 � : NOTES 1) Unbalanced roof live Joads have been considered for this design. W-rnd; A 8 7-02; 90mph, h--25ft. TGDL= .8psf; ECRL=4. psf; Category 11; ExP T enclosed; MWFRS gable end zane vertical left and r ght exposed; Lumber CS L=1. plate grip DOL=1 _ } cantilever left and right posed ; end This truss is not designed tO suPPort a ceifing and is not intended for use where aesthetics are a consideration. 4) Thj s tru s s ha s he en desl fined for a 10. p sf bottom c h ord I ire I cad n o n con u trent with rl of h er 1i ve This tars. requires plate insp ctibn per the `Teeth Count Method when this truss T I�a� . Provide meharrlral connection (bothers) Of truss to b�nLate r� chosen for �u�irt ��r��e �r��pe�ti�r�. � p capable �f rthsta.ndrrtg 658 1b uplift at joint 14 and 190 Its upfaft at joint 1 0. 7) This Esq r,-, designed in aeeardance wilth the 200$ Internatranaf l i:�-sjcfential Code sect -runs R502-1 1.1 and RK .10.2 and referenced standardANSI/TPI 1_ LOAD CASE(S) Standard Job 174 Truss ID1 Summit TR*Ljaf2knthony, ID, Mark Man—gum. a -`- -- --1 Truss Type COMMON 12-1-H low" 5 Qty I ply VHITESANOS CONST. 4 1 .Job Reference ,otionaf 6.300 Jul 112006 "'Tek Industries, Inc - 4-- i Tri 007 Page l LOADING (p TL.L 35.0 TDL. 8.0 BOLL 0.0 SPACING 2-0-0 Hates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina ypq " BCL. Code II0ITPI00 F�UMSE�R w , T P H l D BOTCHORD SEB 4 SP1- No. 4 SPF No. 4 SPIE Stud *Except* W4 2 X 4 SPF No. 4 14-6-2 Tue Jun -- REACTIONS (l /size) 1 =1107/C�-5-8.8=1107/klechanicaI Max Incrz 1 =-44(load cls ) Max Upliffl =-1 load ca -se ), 8=-205flo d case ) E3IN TOP HORL) BOT H FAD 22-0-0 7 -5-14 PLATE I T 0 Weight: 110 lb GRIP 197/144 Structural woodsheathing d-1.reCtlY applied or 4-9-14 oc purlins, R igrd cel lirrg d i rectly applied or 10-0-0 cc brad ng. FORCES (lb) - MaXirT tum Compression/Maximurn Tension TOP CHORE) 1-2=-59178, - -�35/ , 3-4=-839/234, 4-5=-1 188/308. 5-6=-1358'298 6-7=-389/119,1-12=-7!5/,59 R T NORD 1 `1-1 =- /40 o 1 O-11=- 6/408, -1 0=--7 011 02 7, 8-9=-185/1 r7-8=-3451124 SBS 2-12=- 1 0 4Y 184, -10=-47Y41 9, 3-10=-76/2.67, -10=- 00/231, 4- =-61/2 _a201/160, 8= 9 MOTES. 1) Unbalancecl roof I.ive loads have been considered for this design. '.+inti: ASCE 7-0; 90mphr h=5f#; T0L=4_Psf; ESL=4,p�f; Categoryfl;Exp e�l� vertical left and right expos ; LumberSOL="x .33 plate grip DOL=1.33. P a ed; ' Fgable end zone, cantiJevr left and right exposed ; end This truss has been designed for a 10.0 pq bottom chord lire Bold noriconcurrent with an o J 4) This tales requires res p lane inspection per the Tooth Count Method when this truss i chose� r q Ire rcad' . Defer to g,rder(s) for truss to truss conne tion s r� for ��lit assurance anspecticr,,. ProvIde mechanical COrnn ction (by others) of truss to bearing plate capable of withstanding 192 lb u 7) This truss i designed in ac�cordanc with th 2003 1nterriatlo.nal F sidentF 1"i . `i el Cade sections 8502.. plra �t j�ir�t 1 and 205 lb upfif� �t jcJrrt LOAD CASE(S) Standard an at R802.10.2 and referenced standardANSI/TPI 1. T except end verticals. .-- 1 DE.EL in (I) Ifdf] i._?" T 0. Vert(LL) -0, 0 10-1 >999 d E ert f TL -0,1 10-12 > 18C) _ 0-89 I�Ir�r.�(TL) �. 8 a n/a (Matrix) ind(LL) 0.0 9-1Q >qqiq 240 REACTIONS (l /size) 1 =1107/C�-5-8.8=1107/klechanicaI Max Incrz 1 =-44(load cls ) Max Upliffl =-1 load ca -se ), 8=-205flo d case ) E3IN TOP HORL) BOT H FAD 22-0-0 7 -5-14 PLATE I T 0 Weight: 110 lb GRIP 197/144 Structural woodsheathing d-1.reCtlY applied or 4-9-14 oc purlins, R igrd cel lirrg d i rectly applied or 10-0-0 cc brad ng. FORCES (lb) - MaXirT tum Compression/Maximurn Tension TOP CHORE) 1-2=-59178, - -�35/ , 3-4=-839/234, 4-5=-1 188/308. 5-6=-1358'298 6-7=-389/119,1-12=-7!5/,59 R T NORD 1 `1-1 =- /40 o 1 O-11=- 6/408, -1 0=--7 011 02 7, 8-9=-185/1 r7-8=-3451124 SBS 2-12=- 1 0 4Y 184, -10=-47Y41 9, 3-10=-76/2.67, -10=- 00/231, 4- =-61/2 _a201/160, 8= 9 MOTES. 1) Unbalancecl roof I.ive loads have been considered for this design. '.+inti: ASCE 7-0; 90mphr h=5f#; T0L=4_Psf; ESL=4,p�f; Categoryfl;Exp e�l� vertical left and right expos ; LumberSOL="x .33 plate grip DOL=1.33. P a ed; ' Fgable end zone, cantiJevr left and right exposed ; end This truss has been designed for a 10.0 pq bottom chord lire Bold noriconcurrent with an o J 4) This tales requires res p lane inspection per the Tooth Count Method when this truss i chose� r q Ire rcad' . Defer to g,rder(s) for truss to truss conne tion s r� for ��lit assurance anspecticr,,. ProvIde mechanical COrnn ction (by others) of truss to bearing plate capable of withstanding 192 lb u 7) This truss i designed in ac�cordanc with th 2003 1nterriatlo.nal F sidentF 1"i . `i el Cade sections 8502.. plra �t j�ir�t 1 and 205 lb upfif� �t jcJrrt LOAD CASE(S) Standard an at R802.10.2 and referenced standardANSI/TPI 1. T except end verticals. 0 %Pvv d Truss 1743 I D Sum mit Tru so- St An thony, lC P Mark Manaum 5-6-2 10 10-3 5-0-2 --1 Truss Twee GABLE R --1 4 W, --1 HrTE,ANDNT,. lab eferen ( ionail) b-300 S Jul 112006 MT l Ind , res, Ir1C. Tui jun 19 08: _5 8 26-10-6 5- -- -4-1 fOate Offsets P 7: 0-2-0, Ed q e LOADING (ipso TOLL 35,0 TDL 8.0 BOLL 0.0 E DL 8.0 PACT -0-0 P sates Increase 1.1 Lu m b er I ncreas e 1.1 Rep Stress I ncr YES Code IRC2003ITP12002 LUMBER TOP CHORD 2 X 4 SPF 1o. E30TJ- ORID 2 X 4 SPF Ido. E B 4 SPE Stud *Except* 4 2 X 4 SIP No,2 OTHERS 2 X 4 PF Stud ECCE Left 2 X 4 SPF Stud REACTIONS (1b/.size) 14= 7!OL-5-3, 10=90710-5-8 M ax Herz 14=140(1oad case Max Upli tl4=-658(Ioa.d case 5), 1 =-1 0(load case 6 Maxr v 14= 7(load case 1) , 10= 6 (f ca d case 10 16-9-4 7-3-12 7-1-o f DEAL in Ooc) i/d tl Ud TC a,63 Vert ( L L) -0-0510-11 >999 360 BC 0.54Vert(TL) --0.1 10-11 >999 180 B 0,80 Horz(TL) 0, 02 10 n1a n1a (Matrix) ad(LL) -0,0712-14 X999 240 BRACING TOP CHORID E30T CHORD SSS. 3A 0- 10-8 - PLATES GRIP MT20 1,97/144 Weight- 190 lb 3 -1- truoturaJ wood sheat ing d'rreo.fl y appIi ed or 5-2-11 oc pudins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. I Flew at rr'ridpt 4-14,5-12 FORCES (lb) Maximum Compression/Maximum Tension T P H D 1- =- 56.637, - =-349/880, =-323/1069, �5=- 01/" 'p , 5-6= -564}20, -7=- BOT CHORD 1-14--x./2 64, 1 -14-=43412 34, 1 -1 -434/234, 11-1. -= 63/84 1 x 3 -11-_ 7-8=-11 .8-9=- g 10= 3 3 WEBS2-14=-;541/279. 4-1 =- 1 1 5}460,4-12=-1371948,5-12=-254/134,6-12=-637/239,"1 + 6-11=-18/2,78,8-11;---177/147,8-10=-1085/253 1 =-1 8/2,78, 8-1 1 �-1 777 147 -1 0=-1 085/253 NOTES 1 Unba[anced roof lave loads have been considered for this de ign. ) E 7-0r mph; h=eft,. TSL=4.psf; BCDL=4.8pf; Category rl, � ; enclosed; Fgable end zone; left and Hht exposed rdvertic l left an d rght expos ed; Lumb er D L=1P pI ate �rrp � L�1. 3 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind n This truss is not de -signed reed to sir err al to .t oe P see iTek "Standard Gavle End [) tail'. p a sling and is not intended' for use where aesthetics are a corisAeration. This truss has been designed far a 10,0 psf bottom chord live road nonconcurrent with any o 6) All pilaf s are 2x4 MT 0 unkes otherwise indicated. th�r ripe loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen foruafi 81) Gable studs spaced at -0-0 oc. assurance inspection. ) Provide mehaniaI connection (by others) of truss to bearingPlate 1� to capable of withstanding 658 1b uplift at joint 14 and 10 Ib upaift at -joint 10, 10) This trussis des�gned in accordance with the 2003 fntarnational Iesider`atiaf bode sections R502.1 1.1 and R0.10.2 and referenced standard ANS11TPI 1. LOAD CASE(S) Standard Job - ,True Truss Type Qty 1743 E HIP 1 Summit Tr . Anthony, ID, Mark Mangum WHITESANDS C ONST. 21 Jeb Reference nog tionaJ 6.300 5 Juf 112006 MiTek Industries, Inc, Tue Jury 19 OE3; ; 1 -0-0 16-3-7 , 0- -' , - - 30-10-1 -10-1 4-3-7 4-5-3 4-3-7 -10-1 5 - 4 � - 7-0- Page 1 ZGale =1: aL7.I I 4•ti 4i A II 7xI4MTi4H=�� 2X4 11 ,` � l � �K�'—' d7S'1� �Fi= � hC Plate Offsets 1 LOADING I �p TOLL 35.0 TDL_0 Ud ELL 0, 0 B DL -0 9-1-2 6-1-4 12-0-0 1 - -T 20_8- 9 -0- } -1 `�C - -� - 037-0-01 SPACING -0-0 Plates Increase 1.15 Lumber Increase 1.1 Rap Stress Iner NO Code I0/TP100 LUMBER TOP CHORD 2 X 4 DF 2100E 1.8E 'Except* T2 2 X 4 SPF Io_ BOT CHORD 2 X 4 DF 210017 1,E WEBS 2 X 4 SPF Stud SLIDER CSE] Left 2 X 8 DF SS 3-0-6, Right 2 X 8 CSF SS 3-0-6 R TI (lb/.size) `I =419210-5-8, 10=419 10-5- 1 TC 0.94 BC 0.88 13 0.63 (Matrix) DEL in (loo) l/def[ Ud PINES GRIP Vert(LL) -0.5813-14 >758 360 MT20 197/144 Vert(TL) -0.98 13r-1 4 > 8 18c) I T 0H 148/10 H o rz (TL) 0.28 10 n!a n1a Wind(ILL) 0,3613-14 X909 240 Weight, 343 [h BRACING TOP CHORD Structural wood sheathing directly applied or -9-12 oc purlins, except 2-0-0 oc purlins ( -9-1 rna .): 4-7- BOT HORD Frigid ceiling directly applied or 10-G-0 ee brad ng. MaX Her1=(lead case ) Max Iipliftl=-1001(load case ), 10=-+1001(load case 4 FORCES (I%) - MaXImum ompres.sion/Maximurn Tension 'FOP CHORD 1-2=. 1 0 Y 547, 2-3;---1 0572/2557, 4='l 0788/2653, 4-5---10200/2553, 5-6;---1 1442/2830F -7=-10200/2552, 7-8=-.l 078712652, 0rirys 9-1057 3/2558, 9-10=-10668/2548 T H F D 1-1 =-238419877, 15-16=-2884}9877, 14-15=-271 11' , 13-14=-2685/11443, 1 -1 =- 85/11 4 , 11-1 =- 9Y 877, 10-11=-2329/9877 NEBS 3-16=-79/151, 3-15=-208t917, 4-15=-69812927, 5-15=-X195214768 5-14=-255/1079' -14=-183/180, 6-13=-230/957, 6-12=-1 954/477, 7-12=-6!98/2927, 8-12=-208/916, 8-11;---78/151 NOTES 1) 24Y truss to be connected together with 10d (0.1 1 "x )rails as follows: Top chords connected as follows: 2 X 4 1 roar at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-3-0 cc - Webs co n erected a 9 fol lows -- 2 X 4 -- 1 roar at 0-9- 0 ace 2) AJI loads are considered aq u aJ ly applied to a I l p 1 ie , except if not d La s front (F) o r back � face in t h e LOAD CAS been provided to distribute only [cads noted a 1� or(13),unless othe r � � �� e�tron. ��} �� ,�1y e�r�r�e�tie� �a�e � r��se indicated. nbalanced roof Jive [cads have been considered for this design. 4Wind: ASCE 7-02, 90rnph, h� 5rt; T DL,4, Psf- BC1DL=4.,5psf, Category II; Exp ; enclosed', MVVFPS gable end zone, cantilever left and right exposed , end vertical left and right exposed, Lumber DOL=1.33 plate drip DOL=1.33. Provide adequate drainage to ,prevent water ponding.. This truss has been designed for a 10.0 p f bottor n chord live load nonconcurrent with any other live loads_ 7) All plates are MT20 plate unless otherwise indicated. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for.ualit - ' assurance inspect- ion. 9) Pro ide meohWiC21 connection (by others) of truss to bearfng plate capable of wlthstanding 1001 1b uplift at J-oint 1 and 1001 1b up Iift at `pint 10 10) This true i s dei red ifs a ccordanc 9 +rfh the X00 Jritrr�ational FesiderYfial dodo seotior� 1�0� 1 � .� ��d FO. � 0, end referred �t�tl�a�d � .>`� I�TF`I 1. 11) Girder carries hip end Mh 1 �-0-0 right t side setback, 12-0-0 deft side setback, and -0-0 end setback - 12) Deign assumes 4x2 (flat orientation) purlins at oc spacing indicated r fastened to truss T / -1 Od nails - 13) Hanger(s) or other connection device $hall be provided sufficient to supporl concentrated loads 1326 [b down and 352 ib and [b up at 12-0-0 on bDt�e.rri chord. The dei r��`selet�or of such � u� �t �-�-, and 1 i� d�r� h connection device() i the responsibility of others. LOAD CASE(S) Standard 1) regular Lumber Increase;-- 1.1 .. Plate Increase=1 T15 U n iferm Loads (ply 'pert: 1-4=-86, 4-7=-4 (F=48), 7-10=-80, , 12-15=-212(F=-1 96), 10-12 -1 Concentrated Loads (Ib) Vert. 1 =a1 (F) 12=-1 (P) Job Truss 1743 E1 ur`r mit TFSZI nthony, 10, Mark Mang urn ff, 6x7 2 5x6 `1- 7--4 7-- 2 5X6 � -7-4 4.O0 f1 L OAD1N -1 - TOLL 35.0 L OAD1N (Ps TOLL 35.0 TCIDL. 8.0 8 LL O -D BCDL 8.0 Truss Type HIP 15-0-0 Y -n- 4 5XI 2 4 1-4 13 12 .4 11 7x3 4 PAT20H WB 3x4 7-4-1 3-- U1 1 14, U- -• , Li- 1- I I f, [b, a -6-o' 0--1-11 SPACING 2-0-01--T Plates Jncree a 11.15 Lurrber Increase 1.15 Rep Stress Jncr YES Cade IRC2003fTP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5F *Except¢ T2 2 X 4 SPF No. BOTCHORD 2 X 4 SPF 165OF 1.5E WEDS 2 X 4 SPF Stud *Except* 44SPF 1o. SLIDER Left 2 X 8 DF SS 3-9-14, Right 2 X 8 DF SS 3-9-14 CSI TC 0.8 B C 0,79 VVB 0.33 (Matrix) 4 Qty 1 Ply I WHITESANDS CONST, 1 Job Reference (optional) 6.300 s Jul 11 2006 MiT k: Industries, Inc. Tue Jun 19 09,00.0 --1 -4-1 11 10 0 2x4 II -0-0 -7-4 M �x 2 Oxy Page � R 22-0-0 29_4-1 35-6-0 37-0-0 _1 6-1-4 1-6-0 DEFL in (Io) I/de#I Lid PLATES GRIP Vert(LL) -0.,39 12 >999 36o MT20 197/14-4 Vert(TL) -0.7010-12 >630 180 MT 0H 143/108 H orz(TL) 0-25 8 n/a n/a ind(LL) 0,21 12 >999 240 Weight: 151 lb BRACING TOP H R BOTCHORD VVEBS Structural wood sheathing directly" epplie-d or 2-5-8 oo urlins, except -0-0 oo purlins ( -4-8 max,); 4-5, Rigid ceiling directly applied or 8-0-•10 oc bracing. 1 Row at midpt 3-12, 4-10,6-10 REACTIONS (Ib/siize) 1=1864/0-5-8, 8=1864/ 5-8 Max Horz 1= 8(lead vase 3 Max Uplift 1=- (load vase ), _-3 (Ioad ease 4) FORCES (Ih) - Maximum Compr ssien/Max-Imum Tension TO F HORD 1-2=-4403/836,2-3;---4311/8`53, _-3534/607, 4- =- 4/7 r 5- =-35351 97, -7=- 11 / , , , 7- =- , 7 ES 0 T C H O R D 1-14=-x7 97/4050, 13-14=-79714 050, 12-13 =-7,971405 0, 11-12;---55 6/3263, 10-11 =-5 5 6/32 63, 9-10=-72914049,8-9=-72914049 SBS -14r-01248, 3-12---875/278, 4-12=-30/4:34, 4-10;---4081409, 5-10;---21/420, 10'_875/279, 6-9=W248 NOTE 1) Unbalanced roof lige loads have been considered for this design. ) Wind: ASCE 7-02, 90mph,, h-25ft, T DL=4,8p f B DL=4,. p f Category I1; Exp ; enclosed: MVVFRS gable end zone, cantilever left vert cal left end right exposed: Lurnber DOL=1.33 Plate 9 d p DOL=1.33. end � ht x d n Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 p'sf bottom chord live lead non con ou rr n t with any other I-1ve loads. All plates are MT20 plates unless otherwise indicated. This truss requires phiate inspection ,per the Tooth Court Method when this truss is chosen for quality assurance inspection. Provide mechanical connection (b others) of truss to bearing late capable of withstanding � spec#regi. • p' P nd�r�� lb uplift �t joint 1 end I� np�l�ft �t ��lr~t '. truss is designed in accordance w[th the 2003 internati o nal Re si de nual Code sections R502.1 11 end X802.10.2 and referenced standard lir PC 1 Design i err assumes 4x (flat ede.ntetion) purlins at cc spacing indicated, fastened to truss TC wl -10d nails. LOAD CASE(S) Standard 642 = Sk5 MI L DI (ps TOLL 35.0 TDL 8.0 BLL 0.0 B DL 8.0 -7-4 '-1-11 , 11-X 15,0- 2 - 18 4 5-11-3 1 11- 17 7x14 MT20H' = 12,0--1 2,13-3-01, [12:1 -3 -15,0 -2 - LOADING 12:1-3-'15,0-- SPACING 2-0-0 PJ ates Increase 1 1 Lumber Increase 1.1 Jeep Stress Incr "YES Code l 0/TP J 2002 1 TC o-98 BC 0.96 U 0.34 atj 5 7 N 15 14 3x4 = 7X14 MT20H %?V3= 19-0_0 1-0-0 H ITE.N CSS CONST. iJob Reference (,c tonal 6-300 s Jul 1,1 2006 MiTek Industries, Inc. Tue Jury 19 0 --oO C - pan, 1 1Z 3x4 = 27-10-12 i 35-6-0 -1 -1 -7- DEF E in (Pct c) I/det7 Vert(LL) -0,4213-15 >999 Vert(TL) -0-80 13-1 4 Harz(TL) 0,25 12 n/a nd(LQ 0.21 13-15 >999 LUMBER TOP CHORD 2 X 4 SPF o. * cepf* RRAQN T1 2 X 4 SPF 1 5 P 1.52, T1 2 X 4 SPF 1 5OF 1.,E TOPCHORD BOT CHORD 2 X 4 SPF 16 O F 1.5E *Except B 4 SIF 1�,I�o.T CHORE) WEBS 2 X 4 SPF Stud WEBS SLIDER eft 2 X 8 DF SS 3-0-7, Right 2 X 8 DF SS 3-0-7 REACTIONS (1 h1 iz e) 1=1 36410-5-8, 1 =1864/x- 5- Max Hort 1=load case 3) Max Uplift1=- 34 load case , 12 =-3466(foad case 4) ud � pLarEs Asa MTzo 180 MT2QH nfa i 240 I Weight`. 159 lb truCfural word sheathing directly applied, except -0-0 or, purlins ( -10-4 Max.): -7. Rigid ceiling directly applied or 2-2-0 ac bracing. 1 Row at midpt 5-16,8-15 FORCES (lb) - Maximum ornpre sign/ axil -num Tension TOP CHORD 1-2=-44,331816, 2-3=-4:338/834, 3-4=-40441725, 4-5=-3967/735,5- =-304817-8=-3042-/557, 8-9=-3969f7-:35 5��a 7 .�+ 8TI�+�RD �I0-11=-43391834,11-12=-4434/817 y _ 1-183-8001405p 117-1'-11, 117`-W3561, 15-1=-1 14-1,9;---538/3,962 B 1 = -8100a 5-18=-33/44,5, 5-16=-958/2!92, 7-16=-41814-17,�'+,fes-r-yp�+,�a 13-1,4=-531, f 0-1 ,4=a,�y}��+5p 12-13 =-71914059 NOTES 1) Unbalanced roof live loads have been consider d for this dli n. I 0mph; hL�; Tib-gifi ADL=4, c � '4�"nd, .� 7-02,_p p I�etc � II p Epp , er,cfosed� Vertical Ieft and right exposed; Ll tuber DOL=1. plate grip IDOL=1- � � 1 gable end zone; cantilever lift and right exposed ; �� Provide adequate drainage to prevent Water ponding. This truss has been designed for a 10.0 psf bottom chard live load no All pJa�tes are MT20 plates unless otherwise indicated. ri��r]��Irr alt I#l� n other We loads , This truss re -quires plate inspection per dile Tooth Count Method when this mss is chosen f _ or quality assurance inspection, 7) Provide mechanical connection (by other) of truss to bearing pkat capsule of withstanding 346 Ib uplift at�ndPcat�d pint 8) Tf� i t ru��.� � �� n � inaccordancea with th � Q 1 n ternatl�rla I � i� �r�til � d e '-" J b up I ift at Joint 1 . � �r� �4a Deign aassumes�� 1at orientation)� p�rCin� at cc spacing �tl�orr F�0,11.1 end F�0.1�. and referenced tat�dard �lI/TPI 1. fastened t� truss T � -1��i nails, LOAD CASE(S) Standard GRIP 197/144 148/108 37,0- -1-1 5X6 pie = 1: 602 _ I 1 743E3 MOD. QtJEEN rep Truss - TFuss Type U. r.W �k J 11 itis 1%-?[ I.T' ILJ, I,V1121 ivilvi lyur4I 6z12 = S -1- 6-3-10 12-4-13 ' -4 1--0 7-10-4 _TPlatef se - -0- 1 LOADING testy TCLL 35.0 TCL 8.0 $CLL 0.0 BCDL 8.0 -1- '3 X6 7SS aX4 s 4 ,G -G-010-0•-01, f11 _0-3,-12.0-3- 0 SPACING -0- Plates increase 1,15 Lurnben Increase 115 Rep Stress I ncr YES Code IRC200 1TP1200 TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF 1 5 F 1.5E VVEBS 2 X 4 SEF StUd SLIDER Left 2 X 8 DF SS 3-1-7, Fight 2 X 8 Dr -1-7 FACTIONS (lb/size) 1=1864/0-5-8.11-1864/0-5-8 MaxHort 1=-85(load case 4) Max Upiliftl =- 45(load case )1 11=- 4 (Jnad case 6) 5x� = 4_ Do F, 2 CSI TC 0_'1 BG 0.83 VVB 0.56 (Matrix) 14 DEF E Vert(LL) Vert(TL) Horz(TL) 'irid LL 0 Qty 1 Ply WHITESANDS CONSTL _ Job Reference q tional) 6.300 S Jul 11 2006 MITek Jndu�t_deS, dry__ Tue Jun fig 09'00-.D2 4-7- 30-8- e 37 -o -n -1- 113 7 T4 hIT20H 7-7-1 i n (Ioc) [1defi -0.42 14-16 >999 -0.80 14-16 >54 0,24 11 n/a 0.22 14-16 >999 BRACING TOP H RD ESOT CHORD VVE f -1- 3x4 T2 3x4 - Ud 360 180 n/a 240 -baa PLATES IT 0 MT20 H 'weight: 148 1b Structural wood sheatihIng di reetly applied. Frigid ceiling directly applied or 8-0-2 oc bracing. 1 Flew at midpt 5-14, 7-14 Ill P 197/144 1481108 FORCES (lb - l a imurn Compression/Maximum Tension TE CHORD 1-=-4434/81 -_-47/8., =4018, 4-_-884, 5--=-544 =y ry I Lu'+ �—�--�'4+�L8,8-9=-40371718. 9-10=-43371833, y� �10-1 1=-44351814 BT HFLA 1 -1 ---77/4081, •— p _ F _ 1 -1 08J 14-1 --606/3520 1 -1 ",925}3520 1 -1 -- 5/3520,11-12=-71714061 VVEB -1 _-4 09, 5-16=-38/466, 5-14=-1'039/313, 6-14=- 7-12;--38/466, 9-12•--426/209 NOTE 1) Unbalanced roof lire leads have been considered for fts design. Wind: ASCE 7-0 ; mph; h=25ft; T DL=4.8pSf; BOOL-4.8psf; Category 11; Exp ; enclosed EWER able end zone-, Vertical le and dght exposed; Lumber D L=1.83 plate rip D L=1.�. � rye, �ant[Jever� lift end Fight exposed , e�� 8 This truss h as been des l9neco for a 10- 0 p sf beatom cherd live Icad non con errent w%th any other 1iire loads. 4) A1J Plates are MT20 Plates urs les otherwise indicated- 5) ndicateld_5) This truss requires plate in pect-jon per the Tooth Count Method when this truss is chosen for 5) Provide mechanical eonneetion (bothers) of tri to bearing Mate capable �� wJtl��tar�d' +�ualdt�r assurance in�pe�t�ar�T I� �r� 4 1b uplift at jern# 1 and 345 Ib up11ft at joint 11 7 This truss is designed in accordance with the 2003 Interrnetional Residential Code sections R502.1 and R802-10.2 _ 1 0. and referenced Standard ANS11TPI 1. XAD CASE(S) Standard 5A ZL- 21 6x12 = 5.V5 zz� -1- I- 151; 1743 Truss E4 §Limit Tares, St Anthony, ID Mark Mangum 4-5-10 B-7-12 Tru ss Ty p e TRIPLE FJI 4-5-10 -- 4-- 4-- t I 1-- Pli iHTIE ND NT, 21 Job R efer .300 S Jul 112006 J ITek Industries, Inc. -- Tue Jun 19 09:00.-03 2OW q92 I I� 34-0-0 1 1 1 4-2-2 4-2-2 4-2-2 Scale 9-1-2 4-5-10 -- 12-9-14 17-0-0 4-- 1 Plate Offsets ( _ . f l - Frin p, n_ c�- of turn z: 0 r% -n r%-1 #- — - . 4=- LUM ER T P H RD 2 4 SPF 1 0,2 `Except* T1 4 SP1- 16:50F 1. E, T1 4 SPF 1650F 1.5E BT CHORD DF *Except* EB 4 PF Stud q"E cepr 4 PF . SLIDER Left 2 10 CSF 4-7-11, Right 2 PJ Ne.2 4-7-11 REACTIONS (fb/si e 1=:!8C)6710-5-8, 11=3867/0-5-8 Flax Hort 1=4 (load case ) 1' arc P lift1 i-� 1745 (load ca a 5), 11=-821(I oad a se 9 4PX _ 3x4, L3x4 = --Bx,. 2:I 2x4 11 -- 25-4-4 4-- DE FL in (l cc) I/deft LOADING (ps -0,4016-17 � SPACING 1-0-0 c5l TALL T DL 35.0 16-17 Plates Increase 1.1 18 TC 0. 84 0.18 RCLL 8-0 0,0 n/a Lumber Increase 1.15 0.23 E - 88 >999 BCDL 8.0 Rep Stress lncr NO VVB 0.85 Cade iR 2003YTP1 002 hAaf ' P`I�4. LUM ER T P H RD 2 4 SPF 1 0,2 `Except* T1 4 SP1- 16:50F 1. E, T1 4 SPF 1650F 1.5E BT CHORD DF *Except* EB 4 PF Stud q"E cepr 4 PF . SLIDER Left 2 10 CSF 4-7-11, Right 2 PJ Ne.2 4-7-11 REACTIONS (fb/si e 1=:!8C)6710-5-8, 11=3867/0-5-8 Flax Hort 1=4 (load case ) 1' arc P lift1 i-� 1745 (load ca a 5), 11=-821(I oad a se 9 4PX _ 3x4, L3x4 = --Bx,. 2:I 2x4 11 -- 25-4-4 4-- DE FL in (l cc) I/deft Ud Vert(LL) -0,4016-17 360 Vert(TL) -0.07 16-17 >607 18 Horz(TL) 0.18 11 n/ n/a Wind(LL) 0.23 17 >999 240 BRACING TOPCHORD B T CHORD -- 4-2-2 PLATES P MT20 197/144 'IT 0H 165/146 Weight: 3971b tnictural wood sheathing directly applred or 2-7-13 'c purlins. Rigid ceiling directly applied or 10-0-0 cc bra in0. FORCES (Id) - Maximum Compression/Maximum um Tension TOS' I RU 1- ='-15880/3423, 2- =-14730/31 a 3-4=-12408/2681. 4-5=-12371 /5 -6= -9544/2070, +r -y �] j� j�j ��y{ _ r 9' 1 ' 94 1 4+ 2 0 1 6, 10-1 p =-SES 3/ 1 823 1 5-6=- 9 �+ / 0 0 P 7'x- /2070 F 7- �" +' / 1 0 r -` `-977112 4 1 , ' SOTCHORD 1-20=-3114/14345,19-20=-3114/14,345,18-19=-3005/13972, 17-18=-3005/13972, _ _ 14-1 .- � -1 �`T40�11 �4: 1 1 �- i 4�2, 1 1 ��1 C�4�20, 18521891 -, 1 -14=-1 17, 1 -1 =-1620/7734, 11-1' =-1. 20/7734 �E2-20=438/2105,2-19-4841124, 3-1-0,=-516/2433,3-17=-2945i667,,9-17=-85713961. _ 7a1 --/1 .�, 1 --14'14 __ �-1--420�04.� , 6-16=-1238/5777,7-16--3,341961 -1 =-62611 0, 10.1 =- 9 1379, 1 -1 --44/50 DOTES 1) 2 -ply tru s to be eorime ted together with 1 (0,1 1 "�c '") nail as fcIleves Te chords connected as fOlfo :. 4 - 1 row at 0-9-0 oc. Bcttorn chords connected as fellow : 2 - roars at 0-7-0 c Webs connected a. fellows. 4 - 1' row at 0-9-0 eC. �. .) CJI loads r+� considered e�4aalJ apprie�i fc� alb piies, except if r�ot�d s front (F) ter- b�il� � face been provided to distribute onlyloads noted as (P) or (B), unless otherwise Indica#ed, � � e �r� the LOA[) �� ecti�n. F.I� to ply connections ��r Unbalanced roof IPve loads have been considered for this design. 4 Ptd: UE 7-02; OMph, h= ffa 'CDL=4.8psfa eCDL=4. p f; Categoryll; E ; en verti i left and fight exposed; erd; Lumber D L=1.03 plate gdp DOL; --1, � a cicscd,WFgable end gone, cantilever Teff and right exposed ; end 5) This truss has been designed for a 10-0 P f hotter chord livelead ner�c�r� concurrent �ritl� a 11 plates are MT20 plates unless ether l indicated. n other lure loads. This truss requires plate inspection ,per the Tooth oust Method when this tr�u � ) Provide mechanical cnrre�c#ion (bothers) of true to bearing fa#� capable � chosen for ��ai1• a�ran�� n��e�tion. - p � �f rPthtandin174 Ib �apii at point i and 821 fb upli� at joint 11. 0 Tf�r tis I designed in accordance r'itt� the 00 International Residential Code sections 1 Q) Girder carries tie-in span( 22-0-0 from 0-0-0 to 20,E-0 tJor� R502.1 1 � 1 and R8012.10.2 and referenced standard �J f�TF'l I. LOADCASE(S)Standard 1) eguIar. Lumber Increase=l.1� , Plate Increase -=1.15 Uniform Loads (pl eel: 1-6=-43, 6-11='4 , 1-21 =- 1 (F=T51 )a 11-21,-a -0-0 A-'�-1 n -i- Job -TTr6,sTSS Type 1 743 Qty IFIL ABLE 1 Ummat True: Irl, Ony: U, Mark Mangum 6 a k ILA 4L. '4i1104=tQ' I LOADING (ps T LL 35,0 T DL .0 BOLL 0.0 E3CDL L .I LUMBER TOP CHORD 130TCHORD 0THERS -- -5-4 A Piy �wHir�sa�Os corvST. 1 _ Job Reference optiona] 6.300 S,..Pul 112006 MiTek Indu to -e , In 12-1 -R -- Tire Jun 1 x -9:00;040i Page 1 4 SPF No,2 SPP lNo. 4 SPF Stud PAIN -M Plates Increase 1.1 Lumber Increase 1.15 P. p Stress In r YE Code J R00/TP 12002 t TC V BC 0,1 B 0.07 (Matrix) �.. dL^Y If 1-1 0- D EF L In 000) I /d tl L/d Vert(LL) a - n/a 999 Vert(TL) n1 - n1a 999 Horz(TL) 0.00 7 n/a n/a BRAIN TOP CHORD E30T CHORD REACTIONS(ib/sIze) = 8 1=159/12 -10 -8,7=159/12 -10 -8,8=3B2/12 -10-8,9=74/12-10-,g, `� _ a Hnr7 1--1 Al it ad1 �`1 - - 1 '� '4�'1 -� - PLATE; ru Weight: 47 lb 1P 1971144 Structural wood sheathing directly applied or 6-0-0 c)c purlins. Rigid ceiling directly applied or 10-0-0 oc bracing - k. 4L4 0 1= racing_ k.�s1 J Mex UPlift 1=--1500ad case 6}, 7L- (Icad case ), --1 730oa d case ), 11=-17 case Maxrav1=1(1oad cue 1), 7=1 59(Ioad case 1, 8=384(load case 1� oad � ��,-74�Icad case 1), 11 =384(foad a ), 1 0-7lcad ca1 ) FORCES (Ib) - Maxlnnum Compression/Maximum um Tension TOP H RD 1-2 -106/88, - =-93'10(), =- /81, 4- _- , 5- =-93/8 7=-10 } 8 BOT CHORD 1,11=-27/88, 10-11=-27/88, 9-10=- 0=-27/88. 8. 8- =-27/88, 7-8=-2718-8 WEBS 6-8--293/1 , 5- 9=-72JON -11=-293/1 83, -10=-7 1 NOES 1) Unbalanced rOOf Jive J ca ds have been considered for this d es fgn, )Wind: ASCE =0; Mph; h=; T'DL-4.psf, E3DL=4.piw; Category Il Exp a �ncR�� F RS Vertical left and right exposed; L� tuber DOL=1.. plane grip DOL=1. gable end zone; cantilever left and right exposed ; end Truss desined for wind loads in the plane of the true only. For studs exposed to wind no 4) `phis truss has been designed for a 10.0 psf bettor chord live lead nonccncurr (normal t #h t liT k "Standard Gable end #aildN This tis rewire pa�#� ir�spection per e Tcoth O�rnt Method when this rpt �#� �r� ether live loads. h� �� is chosen for quality assurance inspection. )E Gable requires continuous bottom chord beartrig. 7) Gable studs spaced at T0-0 cc. Provide mechanical connection (by others) Of truss to brrng plate ca �bJe �� with# �a 17 lb Uplift at joint 11. p �drr�g 15 lb uplift at joint 1,lb Uplift at joint 7, 17 u l� Pll at �oint 8 and This #runs is designed in aCcorderi ce with the 2003 intematlonal Resfdential Code sections 8502.11.1 and R 02.rl 19.2 and referenced startd ard A IVTPl 1. LOAD CASE(S) Standard I "Job Tres I� 11743 "F iI J- I -4--1 1.,-% 0 %1 L,61 JWI U, "I HIM r% Milr3yurn --1 -1- r, uz,�Z) G yPe PE AL 1-- i4 11 Sma 1-54 2 lJobeferenc tlI cnal 6,300 s Jul 11 006 MiTek Industries, frac Tue Jun 19 (:g.qQ,26 2007 Page 1 A -A — 4--0 ras-� i 0--4 2-2-12 32-6- 1--1 9-1-23--1 -4-1° -1-4 14-5-5 18-5-0 2158 24-6-0 3-11-11 3-- - Pltrt Imo`, Ed4e y'-FFdeL. - 2- l ,E d 9 el, 1-1 - . 10-0,. 0-4- 1121, 20.0- r0- , .C- -8,0- -q] m LOADING (psi SPACING_0-0 T LL �I DEF in ([cc) Plates Increase "1,1 T 0.79 LL -. I�`df f Lid T C L , BCLL 0,0 Lu rrl er Increase . �f ( 8 1 1 9 7 Rep Stress Incr NO WB 0.8180 9 B DL s.o ode f RC 00 ITP120192 Herz'TL1 n/a n/a 1 1 tri nd(LQ 0.23 17-18 >999 LUMBER - 2x4 ! I 44 28-6-8 - I 4-0-8 2-2-12 1-6-0 0--1 PLATES GRIP M T 0 197/14 MT20H 14W1 08 Weight'315 Ib i U_ TCPCHORD BOT CHORD 4 PF f�Jc_ '*Except* Structural wood sheathing applied PpJIed nr 3-9-5 cc pudins, except end verticals, CSF 1_8E, SPF F 1.5E and 2-D-0 or, purlins ( -4-7 rr� .. . , � Fl= Stud' AE cept�' T JC C RG i c ding directly appiieb or 10060 ec bracing. 10 2 X 4 SPF Kin. +'1 z� 4J F r fc. JOI T 1 Brace at Its . 7 WEDGE Right-, 2 X 4 SPF Stud REACTIONS (lb1si e) =3984/ echanica1} 13=3955/C - M ax Horz 2 5=34-4(10 d cas Max Upin25=_a 4 (load case , 1 =- 05(lead case FRF (1b) - Maxirnum r mpessiOnf imum Tension CHORDTOP 1 0=-768 2-1 J 8231 1 _ }�y rSy a , 1 }7-8=-8679/2117. 8-9;---672311626r BOTCHORD 24-25=-408/42C), 23-24=-1 268/4347, 22-23=--140814892, 7-18=-355'11423, 17-18=-244011025-3. 16-17=-2038/8679, 1 1 ,-1627f7397, 97,1--1 =-2011/7551, 19-20=494/7210 18-19=_1 M 1�'��EP2-24=-73C�� y�, _ '- �� --"I 18/314, � 1=-660/2745, �- �I=- �yA�° � �,�--�' �, y�10-1 5=-8/246, 13-14=-1 0/518, 12-13=-22/136 "I -1 '- "1, �'8 P 1-24=_90314125 99-16=-749/3098, 10-1'- 4 il39. 13-1 5z--501/163, 11-1 =-1498'/6800, NOTES 1) -ply truss tO- be canne t d tog ether with "10d (0.1 1"xT') nails as follows: Top chords connected aS followss: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows. 2 X 4 - 1 roar at a-4-0 ocr Webs connected as fol f caws:. 2 X 4 - 1 row at o- -c oma, X11 leads are considered equally applied to X11 plies, except if noted as ftnt I= or back B been provided to di tnb�utc on [y Jcads noted as 1= E, unless Or of ce Ir! the LOAD +coon. Pfd # 1 c rt.rl tE have Unbalanced ro-,f live loads have been considered� � otherwise rs� lndlc�t �P. Wind: E 7-00r'rrp,h; �h;5i�; �'DL=4for this dci�r-i_ , psf; DL= . psf; Category 11,. Exp C, unclosed; MWFRS gable end zone; cantilever Vertical Je and right exposed; lumber D L=1,33 plate n -p D0L=1.33. left and right exposed a end This truss Is not designed tO SUPPnrt a ceiling and is not intended for use where e5 ,g vide adequate dra- inage t� pr�� nt mater ponding,thet,cs are a consideration. 7) TMs truss has been designed for al 10.0 psf boncrn chord ti Ve load nenccncurrent with A.1 Plates are MT20 plates unless otherwise indicated, nctJ er Ir e 1 d , This truss req u rres plate a res pectrcrh per the ToothCount Method herr t� i� trams s r 10) I fer to gird r(s) for i s to tr u as chosen r' u l� sur r c inspection, ��r�rltlr�. 1 "I) Provide mechanical connection (by others) of fuss to be�dn plate ��1�� f� ` 1) T1�ls t�� i d�sined in ac�ccr�f��ce +its t1�� lriter�.�tien�f s�d�r�tiaJ atht�r��ln Jh r.rPPaft at joint 25 and -905 lb upif# at joint 1. 1 Girder carries hip end with 8-0-0 right side setback a-0-� ode sectlons R502.11.1 arld J 0 . 10 . an referenced starrdard �,1BI�+T Int srde setback, end �-�-� end setback,1�1 I r 14) Design assumes 4x2 flat orientation) Purlins t cc � pacin fastened 1 ) 'Hanger(s) or ogler connection device sit to truss T � ^1�� nails. The design/selection of such en X11 provided sufficient to suPport concentrated load(s) 884 Jb down and 235 Ib u connection devica(s is the responsibility of others_ p at 24-6-0 on bottom acrd. LOAC) CASE(S) Standard 1) Regular" Lumber Jncrease="I.1 5P Plate Increase=1, 1 ContInuedon_page i Job 1743 Truss, 'Summair ,r,1n. in Mm h4 -n ,,..,... II TrUSS fype - LOAD CASE(S) SWdard Uniform Loads ( Concentrated Loads (« }a 16-1 =-"f F=-1 =-a 12-14l 6 =- h r�� r SAD CONST.—T. 21 LJ��Ob R e?!f b? rn�n a n a�� 1) Jul 112006 M'Tek Industries. -- — 2007 Page I Job 1 743 Truiss F1 u it 'runs, St Anthony, PCS. maw M;@nqum mm K Truss Type PF -1L Qty Ply VVH ITESAN D S C ON ST. 40b Reference o tiorraJ) x_300 s Jul 112006 iTe CndustM-ies, Inc- Tue Jun 1 9 Cy_qQ�P7 2007 P -age 3X 3x4 = 4-1-0 -1- ■ -4 --0 `-1 1-8-12 LOADING (psi TOLL 35.0 TCL 8.0 E3LL 0,0 ECRL 8.0 i! 1 SPACING -0- PPa.tes increase 1.15 Lumber 1ricrease 1.15 Rep Stress Incr YES Code IRC2003ITP12002 LUMBER TOP CHORD 2 X 4 SPF No. ESOT CHORD 2 X 4 SPF No -2 *Except*. 33 2 X 4 SPF Stud, B5 2 X 4 SPF Stud WEBS 2 X 4 SPF Stud *F cept- 1 4 SPF 1o_ i CEDE Right: 2 X4 SPF Stud REACTIONS (tbfsjze) 10=1743,0-5- . 1 =15 71Mechan[cai Max HOrz 1 =- 8 (load case ) MaX DpCift10=-15�10ad case 5)1, 1 =- (Coad case 5) Him 1�-64,0--0 f 4-11-8 11- a.-- 11- 2!(4 II=zoxa II 22-6-0 4-1-0 J TC 0,79Vert(LL) I DEFL in (Coe) I/d #1 L'd K 1.00 -0,23 1X14 >999 36D WB 95 rt TL -0,3913-14 >938 180 (matrix) #ri, 'Wind LL 0.11 13-14 >9!99 240 BRACING TOIL CHORD BOT FSO FAD EB 31-0-0 3_0'9-4 i�_- 1 -2-12 °-- --1 FOLATES GRIP MT20 ./AA Weight, 151 1b Structural wood sheathing directfy applied or 2-10-12 oo puriins, except end ve and 0-0 0e pur ins (3,1-14 max,), 3-6: r��e�l � Rigid ceiling directly a.ppiied or 6-G-0 0C bracing 1 Powat midpt -19 FORCES (1h) - 1 a imurn COrnpression/Maximurri Tension I�T Lllt� 18-1 _-80°�1 797, 17-18=-280/1�`7, 16-,17=-355/2328, 1 ` y __ � 5-6 ��`�i 6-7;---2 7031395, 7-8=-3116/388,, -`�56110 � �'� ='��, "1 � , 14-15--z0/95, 5-1 _` p 1 3-14=-42112923, 12-13 =-3 79M94. 4-16=-471/127 +� 2 =-2 741127,}y +fir .r -y 3 5/20 �j ,. 14-1=-34912213, r-yy4.I'1 4—'- 1 15J779, � �- 1 007123o, V 1 =`7 O4w 7-13=-779/225, "'77tid/L F NOTES 1) Unbalanced roof Irve loads have been considered for this design. ) 'rid. AE 7'02; 0mphh,5ft, TM.L=4,psfp EDt..=4.�fF�f� 1l� E vertical left arid" right expo d; Lumber DOL="1.33 ,plate gr1p DOL=1. �`�' � ,� , enclosed; F1 gable end �er�e� �r�#rle�er C�ft end d�ht exposed ; end This truss is riot designed to SUPPOrt a Ceiling and is not intended for use where ee 4) Provide adequate drainage 10 r-ev nt water pondingsthe#icare a corsrderatien, This tr us.s has been des ipned fOr -q 10.0 p:sf bot -to, --r, chord riire roacl 1)10nc01" urrertt witri any other ) Trti1s truss requires plate Inspection per the Tooth Dent Method when five loads.tr trr�ss rhrr for carfitr asSUrancersptin. 7Refer togirder(s) for truss tQ trU$s connections. P'vid e rnechanica1 conneetloa (by efhrs) Of tru ss to bedn g P1ateahl e � f wlthstan drn g 315 1b upla ft at lo int 10 aid 2 3 6 1b Uplrft at eir�t "I_ This truss is designed 1n accordance with the 2003 International Fie rdentral Cede 1 0) .��s��n assr�m�s � �#]�t orr�ntati�� seen JS0.'I 1 _1 and 1�80.`i0. and re�`ere� ��ed s#��d:�rd .�,IB1�'i�'i � Purfins at oe spacing [ndi aged, fastened to tress T l -1Od neiR�. Lois IE() Standard 3X6 = -1- -7- e Flats Offsets , : 2: 0,0-1-1 F 3-4,0-1-81, rl :0-5-4,0- -11 LOADING (ps TOLL 36.0 TDL 8. BOLL 0.0 BDL &D LUMBER TOP CHORD BOT CHORD VVESS 2 X 4 SPP No.2 2 X 4 SPF No,2 . X 4 SRF Stud SPACING -0-0 Plates Inoesse 1.1 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003f7PI2002 REACTIONS(Ili/size) 11=1143/0-5-8,8=1143/0-3-8 Max Horz 11=-20 Goad case Max Upliftl 1=- 5 (Ioad case , 8=- 40([o,ad case 6 1 TC 0.6 BC 0,55 VV'I3 1.00 (Matrix) TV h I I =IANU N I- n -,.TUU :5 Jul 11 2UUb M!TeK industries, Inc- Tue Jun 19 09: 00;1 19ZPage 1 1 4--7-1 2--8 DEF L in (I oc) I/d etl Lid Vert(LL) -0.12 --10 >99,9 360 Vert(7L) -0.27 9-10 >984 18o Horz(TL) 0.12 8 n/a Pla VViind(LQ 0,07 -10 >999 240 BRACING TOP H RD BOT H RLQ PLATES MT20 Weight: 106 Ib GRP 197/144 3X8 --0 x:38.4 Structural -wood sheathing directly applied or 3-9-5 cc purlins, except end verticals, and -0-0 oc purlins (4-1-4 max.): -5. Rigid ceiling directly appilied or 10-0-0 oc bracing. FORCES �(lb) - Maximumior�'Maxamum Tension + ' 1 P HO \Le 1- =- 1 0 6i ' =-1 +� 5f a 4=-107 1296, 4-5 -1927/428,5-6--2204/438,6-7=-300176,1-11=-1301192,7-8=-281/90 J 7/428, 5-V-- 204/4 , '7=-31.40176, i 1-11=-13011 2 7-8=- 1/90 _ IS O IS D 1 X0-11 =-59/ 1 1 a -10=- 294/ 1 6,t B- 33411 731 SBS 10-- -6011239, -10,-4841176, 4-10=-794/17 7 o 4- = 22'442® 5-9=-58/587, 6-9--63/265, - =-1905/41 r 2-11 =- 1277/2 92 NOTES 1) Unbalanced root live loads have been considered for this design - 2) Wind, ASCE 7-02; 90mph; h- tt; T DL=4. p f.- B ELL- .8pstCategory 11; Exp ; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical Ieft and right exposed; Lumber D 0 L=1.33 plate grip DOL=1.33, Provide adequate drainage to prevent water ponding. 4) This truss has been designers for a 1 O.O psf bottom chord lire load nonconcurr nt with any ether live loads. This truss requires plate inspection per the Tenth Court Method when this truss is chosen for quality assurance inspection. 6) Bearing at jolnt(s) 8 consIders parallel to grain vallue using N I)TPI 1 eagle to grain formula. Building designer should vers~ Gapacity of hearing surface. 7) Prov de rnechanicall connection by others) of truss to bearing plate capable of withstanding nding 256 Ih uplift at joint 11 and 240 Ili uplift at joint 8. This truss is designed in accordance with the 2003 International Residential Code sections 8502.1 1.1 and 8802.10,2 and referenced standard ANSI/TPI I- 9) Design assumes 4x2 (flat orientation) purlins at oo spacing indicated, fastened to truss T ] 2-1 Od nails. LOAD CASE(S) Standard 1743 Trus F1 u99U ru, St n-t-hony, JD , Mark Mangum --0 Truss Type QtP I Y FiITE SAN D ONT, SPECIAL Job Referience f onflonaf) 6.300 s Jul 112006 AliTek Jnd�,�tri��, Jnr 12-9-0 2-10-8 S -ca 1 10 - 1 Cbrl 0 MT1 AW -- -- : °ice Q6 Page i -1- Plateoffsets (X,) � LOADIfVG {pst} TCLL 35,a TCL 8,0 BCLL 0.0 gGOL 8,0 -7-0 -7-0 SPACING 2_0-0 Plates Increase 1.15 Lumber In re2 e 1.15 Jeep Stress Inor NO Code IRC2003ITP12002 -1: -1 rl 1 I DEFL in Joc) TC 0.92 '' ert(LL) -0-30 11 BC 0,72 Vert(TL) -o.50 11 P 0.95 ! Horz(TL) 0.21 148/108 (Metrix) n d(LL) 0.17 11 LUMBER TOMS HO RI) 2 X 4 SHF 1 5OF 1.5E * eept* T3 2 X 4 SMF N0. BOTCHORD 2 X 6 DF S S `Except* B1 2 X 6 SPF Ido, WEBS 2 X 4 SPF Stud *Except-* W1 2 X 4 SPF No,2. VV2 2 X 4 SPF N0.2, , " 1 2 2 X 4 CSF 210OF 1.8F REACTIONS (lb sire) 14-t--2858/0-5-8, 9=2858/0-3-8 Ma = 85&!0 -3 - Ma Hort 14=-1 (Ju d ca -se Max L'p11ft14 -6 lead case , =-5 Icy d case E3RACING TOPCHORD BOTCHORD FS JOINTS -- -.-0 la = I/def[ L/d PLATES RIP >908 360 MT20 1 97/1 44 >540 180 1T 0H 148/108 n/a n/a MT1 6H 197/144 240 Weight: 121 1h Structural wood sheathing directly applied or 1-10-5 or, purl[n , and -0-0 oc purlins (2-5-4 wax): 1-6. Rigid cei'Jing directly applied or 8-1-12 ec bracing. 1 ROW at midpt 1-14..7-9 Brace at Jt): 1 FORCES (Jb) - Max[mum, ornpre sionna imu Tension T JX CHORD 1- 1 4=-2 341154 S. 1- =-34241784, 2-3 =X477711054, 3-4_-6251/1318. - 8-9=-556/141 - -5111318,=-5050/1037, 6-7=-5521/1109, 7-6;--,-84:5/ BTHOD 13-14=-51/149,12-13=-668/3467,11-12=-914/4966, , 10-11=-1114/6224 11 114/62i� EBk9-10=-670/3769 8TL4, 2-14-1 e4dV12-12=-408/2023,�--� ��_1, 1-- 11 , x-11- O�-250/1547, [_ 5-10--1517/338 -., 6-10=-392/ 0 NOTE 1) Unbalanced roo2) VVind: ASCE f five loads have been Considered for tide design.. 2 90rrph, h- ft; T DL=4.8psf, F3DL= .8psf; Category [I, EXP enclosed; IVIVIJFl able e Vertical left and right exposed; Lumber DOL-1-33plate grip D L= 1.33. � end gene; cantilever left �r�d right exposed ; end Provide adequate drainage to prevent Fater ponding - 4) Th Is truss has deem designed for a 10.0 P f bottom cherd live Joad nOncon curren 5)Al'] Plates are MT20 Plates unlessotherwise J n d i Cate d' . � with e� ether !i �e I gads . This truss requires plate Inspection per the Tooth COUnt Method when INS trUSS i-5 Chosen for quality �ss.ur�n�e inspection. 7) Bearing at joint considers � e� rs parallel to grain value using J I/TPI 1 angle to grain formula- Buildir� designer� tarn. Provide merI�anil connection (b others) of trusso bearing pled capable of should +peri ��peeit of bear -Ing s�r.rf�oe. ) This truss is designed Pry a�cc�rdarie with the 00interrratiertal Residential rt�st.�:r�dFr��! lb �pli�� t �Er�t 1� and Ib uplcf� �t a�irrt o 10) Girder carries tie -`in span s), 0-0 from 0-0-0 to22-8-8er tr l e sections.1 ,1 and R802-10.2 and referencedstandard f�fiPl -1 _ i 1 Leergn assumes 4x2 (flat orientation 1 ) 1n the LOAD� � section loa ) p�urlrn.� at eo sPacJng indicated, fastened to toss Tl -1 Dd nafJs. P ds applied to the face of the truss are noted as front (J=) or back f3 L A D A. E() Standard 1 Regular: Lumber J.n r a se=1.15 r Plate Increase= 1.15 UnIform Loads (pI 'pert: 6-8=-86, 13-14=-169(F=-153)1 except end verticals, 10--=-153), =_ _ � 1 1 pl' 1�r -1 ��1'(P--1) I Job Tess 1743 1F2 C7 t. rugs t Jitl ony ID, Mark Mangurm 4--+1 4--1 Truss Type M aX6 = K -0-0 &4 a 1 20-6-0 TO -0 Ply I V V HJffS—A D_ _NS T. 4 � I job Reference t�rI 6.3 0 S Ju1 11 2006 M1Tek Industri es, Ina- Tui Jury 19 t] 9_ -- 4--1 4_7_1 10-6-0 5-1.0-15 i «+i+,,.Ilt]''Y,.•4ti7}� f �� 4J --J, l F LOADING (ps TOLL .5. T DL 8,0 BOLL 0.0 BLL 8.0 LUMBER TCP CHORD 2 X 4 SPF No.2 BOT C H 'RD 2 X 4 SPF No, �A�BS 2 X 4 SPF Strad WEDGE Right: ht: 4 SPF Stud SPACING -0- Plates Increase 1.1 Lumber Increase 1.15 Jeep Stress Incr YES Code IRC2003 TP1200, REACTIONS (lb/size) 15=1 CVMec anjca[, =1730/0-5-8 Max Horz 15=- I 120oad case ) MaX Uplift 15=- 2(load case 5), 8=-3 (load case 6) WE -4-1 r DEFT in 00c) T ert(LL) -0.2610-1 360 BC 0- C - 1 Vert(TL) -0,61 10-12 >61 1 18C) 8 0.74 H orz(TL) 0.10 8 n/a n/a (Matrix) ind (LL) 0.0 10 >999 240 BRACING T P CTO RLQ 1T CHORD WEBS iew PLATES GRIP MT20 197/144 Weight: 142 lb Structural wood sheath -Ing directly applied , - 1 oc purlins, except end ver#i is and -0-0 Or, purlins 4-0- Max.), 3-5. Rigid ceiling dirOctly applied or 1O-�O oc bracIn - 1 Pow at mi dpt --8 FORCES 1,��(lb J - a imurt, Ompr s ion/ li imam Tension TOP HO ".rD 1 -2=-. 1 80/ r - - 1 { f a 3-4"-1 804/359, 4-5`-1 8 1' 3 171 5-6=- 1 - 130TCHORD �4-� -_�� -��--� �� , �l-�=-� �� 114 ;� �4p � l1�`1, 1-�I --11�/27�I '�VEE� 14 �--/12=-1 ,�1`1 a 'i _-1 �',�44-12=-483/1:59,'�,�"I �}8', 1 �-1 �I T-7�'"f 8, 1 C�--8,�114, --��1 1 , �'- 0/8 6-8=-23131401 M 4- ] C -- �'10=-23/429, 1 0=- 15 8/171, -9=0/1 1, 1-14=-2,3:5/1 723 NOTE, 1) Unbalanced roof live Joads have been cOnsideared for this design. iris: E 7-; 9OMph; h=ft; TDL=4.8psf; l3CDL=4.psf, Category IJ- verli l left and right exposed, Limber DOL;1. plate grip D L=1. enclosed; J' �I I r� erre;cantilever left right exposed ri ) This trus is not designed to support a Ceiling and is not Intended 4) Provide adequate drainage to prevent water and[n for � where aesthetics �r� � consideration - 5) This truss has been designed for a 10.0 4) psf bottom chord live Ioad non uonu rrn# with any other live loads. ) This truss requires ,plate inspection per the Tenth Court Method when this truss is o Refer togrrder(s) fortru to tru ct�nectlon , i�. en for �fl�alf ' assurance insp tlon. Provrde mechanical connection (by others) of truss to bear - Ing Oate capable of withstanding Ib Uplift �' nt at joint 15 and 323 Jb Uplift at joint 8. Tars truss is dgned in accordance Frith the 2003 International Residential Code sctioJ'ls5.1 10) Design assumes 4x (flat orientation) ,purlins at o spacing fndicated fasters 1.1 and J�80.10. and referenced standard J�J I��TPI I , �d to truss T .� -1 Onl nalfs, L A D CASE(S) Standard Job Truss Trus Type i7.4 C F H [P UM it Tf 5q S�nthony, ID, Mark Mangum 14-0-0 -r-1 1-0-4-O.Edgel, [3,0-4-0,0-1-15 14-0--0 Hep Stress In r YES TOFF CHORD 2 X 4 SPP Jo_ BOT CHORD 2 X 4 SPF N0.2 WEBS 2 X 4 SPF Stud 'Except* Left, 2 X 4 SPF Stud, Dight, 2 X 4 SPF Stud REACTIONS Ib/size) 14=1734/0 -5 -8,7 -z173410 -5_s MaxHort 14 4(to d case 4) Max Up11ft14-- (Joad case 5)„ 7-- 36(ioad case ) 0-o 0-0- QtyP!Y WHITE5ANCIS CONST - Job Reference o tion a P .300 s JL1J 112 006) MIT k ind tries, Inc, Tire Jury 19 0 9.00 26-10-1-9 -io-is -10-1 -- TC 0.62 Vert(LL in -0,1411-13 I0c) I/d tl >999 L/d I 'LATE GRIP 360 BC 0,88 V MT20 197/144 (Matrix) VIA n d (LL) 0.07 11-1 9 240 Weight: 149 Ib BRACING [ H H O I D tr A ctu rn] wrinil th 2-0-0 oc puri�n (4-1- Max.)' -4. � r c pudins, except DOTCHOFAD Rigid ceiling directly applied or 7-2-13 bracing. WEBS 1 PMAY n# 'A # FORCES (lb) - Maxirnum Ornpre ion/maximurn Tension TOP HORS) 'l- =-229180, - =- C)14/363 3-4=-1682/379, 4- =-2015/363, -6=- /80 60T CHORD 1-14=0/98, 1 1 4=44f 1 a�}P }.} 989. q 9-10=-171/1681, q s� ''2-13=0/216, =11 =-391/197, x-11-`=-71+��jj �'y{, 7 _0/215. 2-14=-2307/394, 5-7-2307J395 8-9;---25411988, 7-8=-254/1988.6-7=0/98 NOTES 1) Unbalanced roof Jive loads have been Considered for this design. Wind: ASCE 7-02, 90mPh; h=eft; TL=4.pf, B+DL_4.8 t exposed end verti�cnJ left and r ght exposed; Lumber D L=1. late r• l� F 1.33, fI; Exp ; enclosed; � a�I� n� z�r� cantilever left and rigF� This truss is not designed tO Support a eifing and is not intended for use 4) Provide adequate drainage to Prevent water ponding- 5)Jere aesthetics �r � consideration, This truss has been designed for a 10.0 psf bottom chord fire load t nonce This toss r��JJrs Plate i�p��tion per #h T��tl� Count Method herr this with an other live loads_ J�ro�rid mechanical cor�ntior� (eof thws tis -is��,� ��r ��Jit' as�r�n�� r�p��t«�. r us #o bearing ,plate capable of withstanding 336 Ib uplift at joint 14 and 33s 1b uji ff at joint nails ,T%i Is designed in accordancewith the 00international Residential Codesections R502.1 11 and I8t.1�, end referenced standard rd NVT P 11Design assume 4x2 (flat orientation) pudins at ec spacing indicated, fastened tOtrii�-�� . LOAD CASE(S) Standard 7 Juga i Job TFus Truss Type 1 743 F4 HIP urrit It Tr ,1 �A rithony, 11), I'v1ark Man gurn 4x4 — - sn6.+iI!1%7 �P�I) TLL 35.0 T DL 8,0 CLL 0.0 DfL 8,0 Lumber Increase 1-15 Rep Stress Incr YES Code 11 00 P1200 16-0-0 -10--1, 1 TC 0.84 BC 0.90 VVB 0.81 (Matrix) Qty sol ms, Pay HITIEND CONST_ 1I i Job Reference (optional) . ,1'ul 17 2 0 0 6 hiliT k fndute, Inc. TUe ,un 1 Q 0, co 25-10-15 0 7-1-1 25-10-15 --0 7-10-15 6.7-1 DEFL irk 000 Udefl Vert(LL) -0-1513-15 >999 Vert(TL) -0.33 13-15 >999 Ho r'Z(TL) 0.11 9 Pla VVind(LL).0813-1,5 > TOP CHORD 2 X 4 P.F No -2 BRACING BOTCHORD 2 X 4 SPF 1650E 1,5E *Except* TOP CHORD I D �1 � SPF o, iD 4 SPF Stud *Except -WEDGE T l�rI W3 2 X 4 SPF Na. , W5 2 X 4 SPF No,2, VV3 2 X 4 SPF No.2 WEDS Left; 2 X 4 SPF Stud, Right: 2 X 4 SPP Stud REACTIONS (Ibisiz 1 =1734{0-5-8, 9=1734/0-5 Max Hort 16_-l07(load case ) Max UPiiftl =-347(l0ad case ), =- 47(lo d case 6) !1d PLATES GRI{ 360 ivIT20 1871741E 180 n/a 240 Weight: 157 Eb _tru tural wood sheathing directly applied or 3,3-7 o purlcrjs, except 0 0 Pullin (3-0-7 Max.), 4-5, Rigid ceiling directly applied or -1-14 oc bracing. 1 Row at rriPdpt 2-13, 4-12, 5-12, 7-12, 2-16,'7-9 FORCES (1b) -- MaxirTlurn CompressionlMaximurn Teri ion T P HORD 1-2=-332/66, -3=-1 x74/337, -4=-171 ` /367, :5=-1533'390.5- 6--1713136716-7=-18761337, 7-8=-334166 E30T CHORD 1 50, 15-16=-365/2017, 14-15=-366/2017, 13-14=-365/2017, 12-13=1 1 i 11-j __ 3-9_{x/1 501 , °� I11=-1 -1---'1 , VIIJE D rrr}y }�{y 4-13=-72/376, }� r-q� __ r#� d7{y� — 1 = 0 L ,2-13=-6081242, — 1 =— 0Lr1 ' T 1 3= 7Lr 37 ,4-12=-3951406,5-12=-98/507, 7-12-1306/242, rx - -22221376 7-9=-22 NOTES 1) Unbalanced roof lire kends have been considered for Wind. ASCE 7-0the desr�rr. mph, h= fl, T L= .8l)f, B 0 L=4. p f; Categ'OrY 11; Exp , enclosed; [ I FR a er ticai Ieft and right expos +ed; Lumber DO L= gable end a cantilever .left gradright 1. �I�te rrp �L--�1,. exposed , end This truss is not designed to support a ceiling and is not intended for use where nest 4 Provide adequate drainage to prevent water pending, aesthetics are � �r��d�r`�f��r�. This truss has been designed for a 10-0 p f bottom chord five load n-oncencurrent ` � � � ith as ether' live load. 6) This truss requires plate inspection per the Tooter Count Method when th-� truss a chosen for unli inspection. � Provide de mechanical connection (b others) of truss to bearing plate capa's of withstanding � assurance This truss is d Igned in a��ard�n�e ��ith the �D International Residential idertti�l �� sections 347 Ida irff at joint 1 Arid 347 ib uplift - t joint . �tEOn P_11' .1 and R802.10.2 and refencd standard ANSUTPI 1, Design assumes 4x2 (flat orientation) pudins at oc spacing indicated fastened °nerl to truss TC wl 2-10d nail, LOAD CASE(S) Standard 7 Page 1