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20100032 Truss Plan 02091035-0-0 16-0-0 i ~~ PLEASE VERIFY THE FOLLOWING: 1. DIMENSIONS 2. VAULTS q 0 f~ 6112 PITCH 12" O.H. 25-8-0-7 LOADING 85 MPH WIND ALL FLAT CEILINGS HANGER tiCI1F:DUL)•: USP j~ USP D YODEL Y~ IU I MODEL 0T1' I Jus9~ o _ Jusse 9 THD20 4 10 TMU9O 9 THU9p II NJC9D ~ THD910 19 NJC9p 1 p SICd90 Q/L 13 HJHC20 j 0 THDH2tl-9 IA IUHC9p 7 TIID119p-9 IS p THDN210-9 10 ~~ BLOCKING - S(:HEDULI? ~ TYPE_ OTY TYPE .VTI' 7:~ SOLID 39 9xp SOLID 9x4 VENTED J~ 9xd VENTED 1 1 611 Sg7xn an UtP er Nxlralaxl 7. O5P fUt7a ntexuMN far raj Mcxr rrror T b Mlp M~dor 1 USP TMD70 rwoxrrnn.n r.,r Irusf In ' Irucr coanoclloac arr.~,i .„ n•.~r•1 Ay •Yrl,nl e~FILE SCANNED ,..~~a C & E DEVELOPMENTS FEB 112010 ~"'~" 2565-A MOD GAR. RTMP theTRUSSco. ~°~:°" n uun.mNC ru;ri~l,r c+c r, N T S ~~2-9-10 ~- DA ""92801 ~I ,~-0-0 I 12-0-0 '~ ~~-o-0 ~- - -- ~' ~ ~ -o-o P O Box 1 T70 :iunlnot, WA 98390 (:x318635555 SCHI Fax (253) 891-116$ i~he9'RUSSco. Q BUILDING SUPPLY INC. C8E DEVELOPMENTS LLC JOB NAME: s ~ P O BOX 2983 MODEL: 2565-A MOD ~ YELM, WA 98587 ELIVERY INSTRUCTIONS: Production List JLEO DELIVERY DATE / ! Page: 1 DATE:02/09/10 ORDER # 92801 QUOTE p CUSTOMER PO p SALES REP Mlke Poorrnan LOT p SIDE :GAR. RT /2565-A MOD/GR 'ELM /MATT. 98597 1 TEMS QTY ITEM TYPE DESCRIPTION 33 Blocks ~ 2 X 4 Sd+d 33 Bk~cJcs 2 X 4 Venled 4-hole q ~ Hangers THD26 ROOF TRUSSES -~n~,n I NOTES FZ-IN~ 16 (SIM HUS26] [20) PROFILE TYPE QTY BASE O!A PITCH LUMBER OVERHANG CANTILEVER STUB HEIGHT ID PLY SPAN SPAN ti)f~ pot ria~ a:'.; ; ! c t uic+tr r.FF t rtua+r i r ~ i r1it;Nt GABLE ~ ~ I 3,5-00-00 35.00-00 ~ I 09-06-15, Al 225..5 Ibs each B. OA 2X4I2X4 01-00-00 01-00.00 _ - - I I 1 2:i SIGs - COMMON I 35~0.OO l ~00 T - - - I I A2 1 5 1 lb ~5~ l ~ 8. 0 p(1~ _ ~ 2 X 4 2 X 4 01-00.00 I 01-00-00 ~ 09-06-15 ru.t roa -- - --~~--~~~~~~ 1~ SPE C ---- 1~ -:SS-00 ~OO l 3 a~00-00 J 09.06.15 A 6 tb s I 6 3.00 2 X 4 2 X 4 01-00-00 - +~zee. SPECIAL 5 .15.00-00 134-10_-08 ~ X 09-0615 A7 1430 Ibs each__. _ 8_ 3.00 2X4 2 01-00.00 ___ 00-01-08 t+s.+es SPECIAL 5 ~ 35-0_0.001 35-00.00 - - ~ 09-06-15 _ ~_ 145 5 I¢g ~ech 8. 3. 2 X 4 2 X 4 01-00-00 01-00-00 - - rn eea GABLE ~ 35.000 35.00-00 08.06-1 A9 - 225_, ~ ~, 8 3. 2 X 4 2 X a 01.00-00 - 01-00.00 - - m ~e. GABLE 2 12-00-00112-00-00 0."i-09-15 B1 ~ 1 ~. 8 0 2 X 4 2 X 1 01-00-00 01-0000 aose. HOW E 10-00-00 I 10-00.00 C1 _. 1 --- "--- - 45.8 Ibs ead' 8.00 0. 2 X 4 2 X 6 02-10-03 uees GABLE I l ~ 1 I 10 ~~Ibs leach ~ 8.00 0~ 2 X 4~ 2 X 4 01-00.00 01-00-00 03-03-15 bzm>< GABLE ~ 03-1t-06 ~ 03.11-08 ~ ~ ~ 02.09-11 D1 ~ 8-1 tbs. oath $ 00, 0 2 X 2 X 4 01-00-00 -- - ---~ - --~ -- - ~ -----r ~ - r --~- ~ -- ~ - ~ - - -- ~-+ le +roa m.n.v ~.waa vo-, I•vo ~ ~o-, I-vo ~ D2 ~~ t3 0 Ibs. each 1 ~_ 0. 2 X 4 2 X 4 Ota 0?109/10 r+wreKVOeseaso+w, rRr PAGE 1 Page: 2 C8~E DEVELOPMENTS LLC Order Number: 92801 ROOF TRUSSES M(NV D3RU55 6 ~ 1.08 OS-11 t9.1 Ibs. each -GABLE ~ 1 0311-08 03-11-0E ~ 14.4 File: F:UAITEKUOBS192801W1.TRE TRUSSES: 41 ALL PRODUCTS: 111 PIECES: 406 WEIGHT: 3,216 us-os-1 Max. Height: 9s /4~t7- ~ N ~ ~ r ti cca~ ~~~ ~~~ ~ 10 10 10 ~ ~ .-. ~. ~ p ~ v~ a ~ ~ ~ ~1n~-<D o rn N r ~ ~~CMrQf ''-~100f to f x - W OD t0 m C ~-~~ W ~ ? N N ~ 1~ 1 /0 ~ V V U y ~ ~.,~ ~y a~ ~ ~ . ~~ ~ N~ ~ ~~ ~~ Loading: 25 - 8 - 0 - 7 ~~ ~ ~ y ~ ~ N -J ~ ~ ~ v ~,~ ~ ` ~ \ 1 ,~`- W 11A '1 1 ,. v i ~_ P b P O. Box 1770 Sumner, WA 98390 (253) 863-5555 SCHI Fax (253)891-1168 theTRUSSco. ~ BUILDING StiYPLY INC. C8E DEVELOPMENTS LLC JOB NAME: P O BOX 2983 MODEL: 2565-A MOD YELM, WA 98587 ELIVERY INSTRUCTIONS: (360) 894-0432 /2565-A MOD/GR SPECIAL INSTRUCTIONS: YELM /MATT, 98597 Production List 1LED DELIVERY DATE / / Page: 1 DATE: 02/09/10 ORDER # 92801 SALES REP ~ Mike Poaman SIDE :GAR. RT QTY ITEM TYPE DESCRIPTION LENGTH NOTES FT•IN-16 33 Blocks 2 x 4 Solid ~- 33 Blocks 2 X 4 Vented 4-hole g Hangers THD26 [SIM HUS26~ [20] ROOF TRUSSES ' I 225.s Ins. each ~ e.oa o.og 2 x 4 i 2 x a .01-00-00 l 01-00-0o I ~ ~ 35-00-00 ~ 35.00-00 ~ ~ ~ •~\/ V/ ~J~, n[ ~ 142.7 Ibs. each • .__ ti.Ul~ U.U I' L X 4 L X4 U1-UU-W U1-0U-00 --- • 719.71ba SPECIAL ~ 35-00 -00 09.08-15 ~ -- 142.8 Ibs. each 6. -_ 3. 2 X 4 2 X 4 01-00-00 tat 64a SPECIAL 3500-00 34-10-08 A7 5 43.0 Ibs. ea h 8. 3. 2 X 4 2 X 4 01.00-00 00-01-08 09-08-15 716 t Ica SPECIAL 35-00-00 35-00-00 5 08-08-15 _ ~ _ __1.45.5 fbs_each 8. 3. 2 X 4 2 X 4 01-00-00 01-00-00 - ntetea GABLE 1 35.00-0035-00-00 A9 ~ I 225.4 Ibs. each - - 8. 3. 2 X 4 2 X 4 01-00-00 01-00-00 09.08-15 i - zza.~Iea GABLE 12-00-00 12-00-00 B1 2 45.1 Ibs. each 8. 0. 2 X 4 2 X 4 01-00.00 01-00-00 03-08-15 >to.alua HOWE ~ 10-00.00 10.00.00 02-1 C1 45.8 Ibs. each 8. 0. 2 X 4 2 X 8 •s.elw GABLE 10-00-00 10-00-00 C2 ,~ 38•Y Imo. 8. 0. 2 X 4 2 X 4 01-00-00 01.00-00 03-03.15 ~e.zte. GABLE 03-11.08 03.11-08 Dt ~ 18.1 Ibs. each -8. 0. 2 X 4 2 X 4 01.00-00 02-09-1 t te, t Iea MONO TRUSS 03.11-08 103.11-OB D2 ~ ~ 13-0 Ibs. $• 0. 2 X 4 2 X 4 01-00-00 02-09-11 lu aea 02/09N 0 F ~ri1, 7RE PAGE 1 Page: 2 ROOF TRUSSES PROFILE T C&E DEVELOPMENTS LLC Order Number: 92801 D3 GABLE D4 File: F:\MITEK\JOBS\92801\A1.TRE TRUSSES: 41 ALL PRODUCTS: 111 PIECES: 406 WEIGHT: 3,216 115. t lps - 14.41bs Loading: 25 - 8 - 0 - 7 Max. Height: 9.s 02/0940 FtAAfTEKUOBSl92BQf1Af Tl2E PAGE 2 1 -,1-0-Q 17-6-0 35-0-0 -0- 17-6-0 17-6-0 Scale = 3xs = NOTCH 4-0-0 O.C. 8.0072 15 16 1718 l ~, 3x5 = -O~d -0 35-0-0 , 0-9-0 35-0-0 __ _ _ _ _ Plate Offsets (X,Y): [16:0-2-8,Edge], [41:0-2-8,0-3-O1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) 0.00 30 n/r 120 MT20 1'85!148 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 31 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.01 30 Na n/a BCDL 7.0 Code IRC2006ITPI2002 (Matrix) Weight: 2261b LUMBER 8RACING TOP C)iORD 2 X 4 NF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF/SPF Stud/STD 'Except' WEBS 1 Row at midpt 15-44, 17-43, 18-42 ST12,ST9,ST10,ST11,ST13,ST14,ST15: 2 X 4 HF No.2 REACTIONS (Ib/size) 2=174/35-0-0, 44=81/35-0-0, 43=71/35-0-0, 55=189!35-0-0, 54=74/35-0-0, 53=1 1 4135-0-0, 52=105/35-0-0, 51=107/35-0-0, 50=107/35-0-0, 49=107/35-0-0, 48=106!35-0-0, 47=107/35-0-0, 46=109/35-0-0, 45=85135-0-0, 42=71/35-0-0, 41=107/35-0-0, 40=108/35-0-0, 39=106/35-0-0, 38=107/35-0-0, 37=107/35-0-0, 36=107135-0-0, 35=105/35-0-0, 34=117/35-0-0, 33=59/35-0-0, 32=220/35-0-0, 30=183/35-0-0 Max Horz2=84(LC 5) Max Uolift2=-11(LC 3). 55=-31(LC 51. 54=•20(LC 51. 53=-22(LC 51. 52=-2211 (: 51 51=-22n n 51 5n=-~~n r. 57 1), 36=107(LC 1), FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/28. 2-3=-122_/:14. 3-4=87/32. 4-5=-6! BOT CHORD 2-55=0!111,54.55=0/111, 53-54=0/111, 52-53=0/111, 51-52=01111, 50-51=0/111, 49.50=01711, 48-49=0/111, 47-48=0/111, 46-47=0/111, 45-46=0/111, 44-45=0/111, 4 3-44=011 1 1, 42-43=0/111, 41-42=0!111, 40-41=0/111, 39-40=0/111, 38-39=011 1 1, 37-38=0/111, 36-37=0/111, 35-36=0/111, 34-35=0/111, 33-34=0/111, 32-33=0/111, 30-32=0/111 WEBS 15-44=-69/0, 17-43=-60/0, 3-55=-149/52, 4-54=-65/27, 5-53=-92/34, 6-52=-87/33, 7-51=-BS/33, 9-50=-88/33, NOTES (13-15) 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 55 54 53 52 51 50 49 48 47 46 45 44 4342 41 40 39 38 37 36 35 34 33 32 3x5 5x5 = designed for a live load a120.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and 11 Ib upG(t at joint 2, 31 Ib upfift at joint 55, 20 Ib uplift at joint 54, 22 Ib uplift int 49, 22 Ib uplift at joint 48, 22 Ib uplift at joint 47, 27 Ib uplift at joint 46, 24 lift at joint 39, 22 Ib uplift at Joint 38, 22 Ib uplift at joint 37, 22 Ib uplift at joint nd 10 Ib uplift at joint 30. 31 Residential Code sections R502.11.1 and R802.10.2 and reterencod standard ANSI/TPI 1. del was used in the analysis and design of Ihis truss. to calculate the total load deflection. The building designer shall verify that this parameter fits with the (FFIISS) format. mph exposure 8 wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard Job Tntss Truss Type Qry Py C & E DEVELJ2565-A-REV/DA 92801 A2 COMMON 5 1 Job Reference o tbnalL The Truss Co.. Sumner WA /Eugene OR, DA 7.200 s Oct 5 2009 MTek Industries, Inc. Tue Feb 09 10:40:24 2010 Page 1 -1-0- _ 7-1-4 ~ 11-7-3_ _~ 17-6-0 I 23-4-13 ~ 27_-10-12 35-0-0~_6.-0- 1-0-0 7-1-4 4-5-15 5-10-13 5-10-13 4-5-15 7-1-4 1-0~ Scale = t :60.5 4x6 = 8.00 12 6 3x4 ~ 9x4 5 7 3z5 3x5 2x4 \\ 4 6 2X4 // 3 5 VV3 W3 2 1 ~ 2 1 10 1 11 1, 0 6x6 11 15 16 17 14 73 16 19 12 6x6 /I 3x4 = axe _ 3x6 = 3x4 = 9-3-14 17-6-0 _ 25-8-2 , ,35-0-0 9-3-14 _ _8-2-2 8-2-2 8_~-~ 4 _ Plate Onsets X,Y): (2:0-1-S,Edge},15:0-1-12,0-1-81, [7:0-1_12,0-1-8~, (10:0-1-5,EdgeL LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.29 14-15 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.45 14-15 >920 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.14 10 Na n/a i BCDL 7.0 Code IRC2006/TPI2002 (Matrix) ~ Weight: 143 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD 'Except` WEBS 1 Row at midpt 7-14, 5-14 W4,W3: 2 X 4 HF No.2 WEDGE Left: 2 X 4 HFSPF Stud/STD, Right: 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=1 56610-5-8, 1 0=1 56610-5-8 Max Horz 2=84(LC 5) Max Uplift2=-155(LC 5), 10=-155(LC 6) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/29, 2-3=-2766/222, 3-4=-2527/212, 4-5=-24061230, 5-6=-1793/194, 6-7=-1793!194, 7-8=-24061230, 8-9=-2527/212, 9-10=-2766/223, 1x11=0/29 BOT CHORD 2-15=-200/2365, 15-16=-121/2008, 16-17=-121/2008, 14-17=-121/2008, 13-14=56/2008, 13-18=-56/2008, 18-19=-56!2008,12-19=-56/2008,10-12116/2365 WEBS 6-14=-79!1142, 7-14=-697/150, 7-12=-34/518, 9-12=-318/122, 5-14=-697/150, 5-15=-33/518, 3-15=-318!122 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 10.0 psf ltottom chord live load nonconcun'ent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at joint 2 and 155 Ib uplift at joint 10. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 9) All dimensions given in feet-incites-sixteenths (FFIISS) format. ' LOAD CASE(S) Standard ,lob ~ Tnus ~ Truss Type 92801 A6 (SPECIAL The Tnss Co., Sumner WA !Eugene OR, DA f 1~-0-o s-o-o 1o-s-a 17-s-o , 23-4-13 27-10-12 3s-o-o , -0- 6-0.0 ( 4.5.8-~ 7-0-8 5.100-1~ 4-5-15 7-1-0~ Scale Ixa = e Iv 0 LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1 15 TC 0.72 TCDL 8.0 Lumber Increase 1 15 i BC 0.94 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 BCDL 7.0 Code IRC2006/TPI2002 ~ (Matr ix) LUMBER TOP CHORD 2 X 4 HF No.2'Except' T7: 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF No.2 'Except' B1: 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF No.2'F~ccept' W7,W6,W2: 2 X 4 HF/SPF Stud/STD IzEACnoNS pWsize) s=la4aras-a. 2--1soo/a5-8 DEFL in (loc) I/deft Ud I PLATES GRIP Vurt(LL) -0.3910-12 >999 360 MT20 185/148 Vert(TL) -0.6413-14 >652 240 i MI120 185/148 Horz(TL) 0.34 9 Na Na Weight:1431b BRACING TOP CHORD Structural wood sheathing directly applied or 2.4-2 oc purfins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc txadng, Except: 2-2-0 oc bracing: 13-14. WEBS 1 Row at midpt 7-12, 5-12, 3-13 Max Horz 2=91(LC 5) Max Uplift9=-119(LC 6), 2=155(LC 5) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 6-7=1713!195, 7-8=-2464/236, 8-9=-2704/229, 1-2=0/26, 2-3=-4777/415, 3-4=-2376/205, 4-5=-2253/223, 5-6=1735/194 BOT CHORD 12-13=-157/2089, 11-12=-64/1944, 11-15=-64/1944, 15.16=-64!1944, 1x16=-64/1944, 9-10=-140/2312, 13-14=-401/4256, 2-14=X03/4262, 5-13=-7/371 WEBS 8-10=325/125, 7-10=-39V538, 7-1 2=7 0911 51, 6-12=-75/1049, 5.1 2=-80011 68, 3-13=-2394/272, 3-14=154/2127 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left aril right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) AlI plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-B-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing al joint(s) 2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of wss to healing plate capable of withstanding 119 Ib uplift at joint 9 and 155 Ib uplift at joint 2. 8) This truss is designed In accordance with fhe 2006 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSUTPI 1. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) formal. LOAD CASE(S) Standard 6x11 M1120~ 3xa = 3x5 = 3x4 = 3.00 t 2 :lob ~ Truss i Truss Type ti Py C 8 E DEVELJ2565-A-REV/DA 92801 A7 SPECIAL 5 1 _ - _ Job Reference ~oPtbnat) The Truss Co ,Sumner WA /Eugene OR. DA 7.2 00 s Oct 5 2009 MTek Industries, Inc. Tue Feb 09 10:40 25 2010 Pad 11 ~ 34-10-8 { 1-0-0 6-0-0 -28-10-_8 -24-5-0 _ -17-4-8 ~ -11-5-11 -6-11-12 4-5-8 7-0-8 5-10-13 4-5-15 6.11-12 0-J-8 0- -8 fi=r ~x8 = 6 LOADING (psf) I SPAGING 2-0-0 CSI DEFL in (loc) Udefl Ud ~ PLATES GRIP'• TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.39 10-12 >999 360 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL) -0.63 13-14 >655 240 M1120 185/148 BCLL 0.0 ' Rep Stress Incr YES W8 0.66 Hoa(TL) 0.34 9 nla Na BCDL 7.0 Code IRC2006lfP12002 (Matrix) l _ Weigh/: 143 Ib LUMBER TOP CHORD 2 X 4 HF No2 'Except' BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. T1: 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing, Except: BOT CHORD 2 X 4 HF No.2 'Except' 2-2-0 oc bracing: 13-14. 61: 2 X 4 HF 1650E 1.5E WEBS 1 Row at midpl 7-12, 5-12, 3-13 WEBS 2 X 4 HF No.2'6ccept' W7,W6,W2: 2 X 4 HF/SPF Stud/STO WEDGE Right: 2 X 4 HFSPF StudlSTD REACTIONS (Ib/size) 9=1443/0.5-8, 2=1495/0-5-8 Max Hoe 2=91(LC 5) Max Uplitt9=-118(LC 6), 2=-155(LC 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 6-7=-1701/194, 7-8=-2430/233, 8-9=-2665!225, 1-2=0126, 2-3=-4757/414, 3-4=-2364!204, 4-5=-2241/222, 5.6=-1724/193 80T CHORD 12-13=-157/2078, 11-12=-63!1923, 11-15=-63/1923, 15-16=-83/1923, 10-16=-63!1923, 9-10=-136/2269, 13-14=-400/4238,2-14=-403!4244, 5-13=-7/370 WEBS 8-10=-3041122, 7-10=-37/516, 7-12=-697/150, 6-12=-74/1040, 5-12=X00/188, 3-13=2385/271, 3-14=-153/2118 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=2511; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has teen designed fora 10.0 psf bottom chord live load noncorx:urrenl with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Ops1. 6) Bearing al Joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 118 Ib uplift et joint 9 and 155 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) This truss Is designed for a weep factor of 1.25, which is used to calculate the total Toad deflection. The bwlding designer shall verity that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 81114 M1120~ ~ _ ~+ _ ~ _ 1.00 12 1_-0~-~_ 6-0-0 _ 11-6-8 17-6-0 23-4-13 27-10-12 , 35-0-0 36-0- -0-0 6.0-0 5-6-8 ~- 5-11-8 +- 5-10-13 +- 4-5-1- ~- -- 7-i-4 ~-0- ax5 = 6 6.00 112 300 12 LOADING (psf) SPACING 2-0.0 ~ CSI DEFL in (loc) Udefl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.41 12-14 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.98 I Vert(TL) -0.71 15-16 >580 240 I MII20 185/148 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 i Horz(TL) 0.36 10 Na Na BCDL 7.0 Code IRC2006/TPI2002 (Matnx) Weight: 146 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2 X 4 HF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except 81: 2 X 4 HF 1650E 1.5E 2-2-0 oc bracing: 15-16. WEBS 2 X 4 HF No.2'Except' WEBS 1 Row at midpt 7-14, 5-14, 3-15 W8,W7,W3,W2: 2 X 4 HF/SPF Stud/STD REACTIONS (IWsize) 10=1530/0-5-8, 2=1499/0-5-8 Max Horz 2=-84(LC 6) Max UpGf110=155(LC 6), 2=-155(LC 5) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 6.7=-17081195, 7-8=-2331/229, 8-9=-2453/212, 9.10=-2692/222, 10-11=0/29, 1-2=0/26, 2-3=-4804/415, 3.4=-2206/196,4-5=-2127/208,5-6=-1712/195 BOT CHORD 14-15=•121/1901, 13-14=-57/1939, 13-17=-57/1939, 17-18=-57/1939, 12-18=-57/1939, 10-12=-115/2298, 15-16=-39674287, 2-16=-39714291 WEBS 9-12=-318/122, 7-12=-32/528, 7-14=-706/149, 6-14=-85/1085, 5-14=-658!149, 5-15=-4!309, 3-15=-2562/294, 3-16=-145/2151 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph: TCDL=4.8psf; BCDL=4.2psf: h=25ft; Cat. II; Exp B; enclosed: MWFRS (low-rise) gable end zone; cantilever left and right exposed :end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3~-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mecharncal connection (by others) of truss to beanng plate capable of withstanding 155 Ib uplift at joint 10 and 155 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify Ihat this parameter fits with the intended use of lhls component. 11) All dimensions given mfeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Starxlard 5x9 MII20= 3x8 = 3x5 = 3x4 = ,lob Truss Truss Type ~ Qty F'N C 8 E DEVEL.l2565-A-REV/DA 92801 A9 GABLE 1 1 The Truss Co.. Sumner WA /Eugene OR, DA 7.200 s Oct 52009 kMTek Industries, Inc. Tue Feb 09 10'40:29 2010 Page 1 -1 0 6-0_0 }, _11_-6-8 ~ 17-6-0 ~ 29-0-0 , 35-0.0 _i6__0-p . 0 0-b 6-0-0 5-6.8 5-11-8 11-6-0 6-0-0 1-0-d 1 Stale 3/16 =11 3x5 = 6.00 12 17 18 19 c~ Iq 0 LOADING (psi) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 ' Rep Stress Incr NO BCDL 7.0 Code IRC2006/TPI2002 CSI '~ DEFL in (loc) I/defl L/d PLATES GRIP TC 0.43 Vert(LL) -0.04 2-45 >999 360 MT20 185%14f BC 0.30 I Vert(TL) -0.10 2-45 >999 240 WB 0.16 ~Horz(TL) 0.03 44 n/a n/a - (Matrix) Weight: 225 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2,T4: 2 X 6 HF No.2 BOT CHORD Rigld ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2 X 4 HF No.2 t0-0.0 oc bracing: 2-45,44-45. WEBS 2 X 4 HFlSPF Sttxi/STD WEBS 1 Row at midpt 19-39, 17-40, 16-41 OTHERS 2 X 4 HF/SPF Stud/STD 'Except' JOINTS 1 Brace at Jt(s): 29, 9 ST9,ST12,ST11,ST10,ST8,ST7,ST6: 2 X 4 HF No.2 REACTIONS (Iblsize) 2=36710.5-8, 44=58911 1-1 1-0, 32=39910.5-8, 35=698/11-11-0, 39=274/11-11-0, 40=246/11-11-0, 36=-96/11-11-0, 37=127/11-11-0, 38=61/11-11-0, 41=79!11.11-0, 42=88/11-11-0, 43=94/11-11-0 Max Horz 2=84(LC 6) Max Uplifl2=-48(LC 5), 44=-117(LC 5), 32=-89(LC 6), 35=-133(LC 6), 36=-105(LC 10), 37=-32(LC 6), 38=-24(LC 6), 41=-15(LC 5), 42=-27(LC 5), 43=-23(LC 5) Maz Grav2=389(LC 9), 44=595{LC 9), 32=476(LC 10), 35=704(LC 10), 39=274(LC 1), 40=246(LC 1), 36=11(LC 6), 37=t35(LC 10), 38=70(LC 10), 41=79(LC 1), 42=95(LC 9), 43=94(LC 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=Q/26, 2-3=-489!0, 3.4=-75/355, 4.6=-67/385, 6-8=-48/364, 8-10=-46/392, 10-11-30/393, 1 1-1 3=-61392. 13-14=01367, 1 4-1 5=013 7 5, 15-16=01383, 16-17=01369, 17-18=0/284, 18-19=01283, 19-20=0/378, 20-21=0/379, 21-22=0/374, 22-23=0/357, 23-25=0/386, 25-26=0/356, 28-28=-2/355, 28-30=-4/340, 30-31=-19!341, 31-32=-511/90, 32-33=0/29, 3-5=-654/112, 5-7=-066/116, 7-9=-698/128, 9-12=-737/141, 124=-770/172, 24-35=-628/137, 24-27=-614/127, 27-29=-576/115, 29.31=-550/104 BOT CHORD 2~5=-20/381, 44-45=-22/351, 43-44=-317/113, 42-43=-317/113, 41-42=-317/113, 40-41=-317/113, 390=-317/113, 38-39=-317/113,37-38=-317/113,36-37=-3171173,35-36=-317/113,34-35=-61/374,32-34=-561379 WEBS 3-45=0/265, 31-34=0/226, 19-39=-255/0, 17-40=-234/0, 29-30=59/23, 26-27=-84/29, 24-25=-33/21, 23-35=177/56, 22-36=-49/21, 21-37=-84/40, 20-38=-66/34, 16.41=-66!21, 15-42=-78/39, 14-43=-69133, 13-44=126/31, 11-t2=91142, 9-10=-89128, 6-7=-72/28, 4-5=-27/9 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the Wss only. For studs exposed to wind (normal to the face), see MiTek'Standard hord live load rlorlcorlcurrent with any other live loads. psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide pers. using ANSUTPI 1 angle to grain formula. Building designer should verify > bearing plate capable of withstanding 48 Ib uplift at joint 2, 117 Ib uplift at 105 Ib uplift at joint 36, 32 Ib uplift at joont 37, 24 Ib uplift at joint 38, 15 ID at joint 43. Itemational Residential Code sections R502.11.1 and R802.10.2 and N 43 42 4140 39 38 37 38 35 3.00 12 Sx 14 = `~•+` _ NOTES (13) _ 101 'Sem,-ngid pitChbreaks month fixed heels" Member end fixity model was used in the anatys,s and desrgn of this truss. 11) Design assumes 4x2 (flat orientation) purlms at oc spacing indicated, fastened to truss TC w/ 2-tOd nails. 12) This truss ~s designed for a creep factor of 1.25, which is used to calculate the total load dettection The building designer shall verify that this parameter fits Nnth the intended use of this component. 13) All dimensions given in feet•inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard GABLE , -1-0-0 I 6-0-0 ' 1-0-0 6-0-0 LOADING (psf) I SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.09 TCDL 8.0 Lumber Increase 1.15 BC 0.05 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 BCDL 7.0 Code IRC2006/TPI2002 (Matrix) 12-0-0 13-0.0 , 6-0-0 0.1 0 scale = 1.23.0 3x5 = DEFL in (loC) Udefl Ud ~ PLATES GRIP VE:rt(LL) -0.00 10 n/r 120 MT20 185/748 Veri(TL) 0.00 10 n/r 90 Horz(TL) 0.00 10 n!a nla Weight: 45 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direCOy applied or 6-0-0 oc purlins BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=175!12-0-0, 10=175!12-0.0, 15=107/12-0.0, 14=107!12-0.0, 17=189/12-0.0, 16=75112-0-0, 13=75/12-0-0, 12=189/12-0-0 Max Horz 2=36(LC 5) Max Uplift2=-34(LC 5), 10=-40(LC 6), 17=-29(LC 5), 16=25(LC 5), 13=-27(LC 6), 12=-29(LC 6) MaxGrav2=175(LC 1), 10=175(LC 1), 15=107(LC 1), 14=107{LC 1), 17=189(LC 1), 16=77(LC9), 13=77(LC 10), 12=189(LC 1) FORCES (Ib) -Maximum CompressiorVMaximum Tension TOP CHORD 1-2=0128, 2-3=52/33, 3-4=-39J33, 4-5=-29147, 5.6=-28/46, 6-7=-28!45, 7-8=29!41, 8-9=-39!21, 9.10=52!33, 10.11=0/28 BOT CHORD 2.17=0150, 16-17=0150, 15-16=0150, 14-15=0/50, 13-14=0/50, 12-13=0/50, 10.12=0150 WEBS 5-15=-86/9, 7-14=-8611, 3-17=-149/50, 4-16=-68/32, 8-13=-68/34, 9-12=-149/50 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss oMy. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End DetaiP 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1.4-0 oC. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of wss to bearing plate capable of withstanding 34 Ib uplift at joint 2, 40 Ib uplift at joint 10, 29 Ib uplift at joint 17, 25 Ib uplift at joint 16, 27 Ib uplift at joint 13 and 29 Ib uplift al joint 12. 8) This Truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) lornel. 12) 1 1/2" deep notch 13) Designed for 85 mph exposure B wind against face of studs. H stud bracing is indicated above, see standard 1' bracng detail for suggested bracing method. LOAD CASE(S) Standard ~- 2x4 II, Zx~ Ilv act III 2x4 III ac4 II, 2r4 III 3x5 2-11-4 5-0-0 7-0-12 ~- 2-11-4 ~- 2-0-12 ~ 2-0-12 10-0-0 2-11-4 SC~IE _ ~ . LOADING (psf) I SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.60 TCDL 8.0 Lumber Increase 1.15 BC 0.72 BCLL 0.0 ' j Rep Stress Incr NO WB 0.89 BCDL 7.0 Code IRC2006lTP12002 i L (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 6 DF 2400E 2.0E WEBS 2 X 4 HF/SPF Stud/STD'Except' W3: 2 X 4 HF No.2 WEDGE Left_ 2 X 4 HFSPF StudlSTD, Right: 2 X 4 HFSPF StudfSTD REACTIONS (Ib/size) 1=3934/0-5-8, 5=3934!0-5$ Max Horz 1=21(LC 4) Max Upliftl=-456(LC 5), 5=-456(LC 6) 6x6 I I DEFL in (loc) I/deFl Ud PLATES GRIP Vert(LL) -0.09 7 '999 360 MT20 1851148 Vert(TL) -0.16 7-8 ?731 240 Horz(TL) 0.04 5 n1a nta Weight: 46 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-5895!682, 2-3=-4444/530, 3-4=-4444/530, 4-5=-5895!683 BOT CHORD 1-8=-600/5187, 7-8=-600/5187, 6-7=-580/5187, 5-6=-580/5187 WEBS 2-8=-~5ti11488, 3-7=-433137 2 2. 4-6=-157/1488, 2.7=-1489/201, 4-7=-1489/201 NOTES (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed: MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcun'ent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 Ib uplift at joint 1 and 456 Ib uplift at joint 5. 6) This truss is designed in accordance with the 20061nlemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 8-0-12 to connect truss(es) A4 (1 ply 2 X 6 HF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) This truss is designed for a creep facto: of 1.25, which is used to caiculate the to1a11oad deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given infeet-inches-sixteenths (FFIISS} format. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-759(F=-745), 1-3=-66, 3-5=-66 92801 I C2 ~ GABLE 11 I 1 Job Reference (optbnal) The Truss Co., Sumner WA /Eugene OR. DA -j- 7.200 s Oct S 2009 MRek Industries, Inc. Tue Feb 09 10:40:32 2010 Page 1 I -1-0-0 5-0=0 10-0-0 _ 11-0-0 J 1-0.0 5-0-0 5.0-0 ~ t-0-0 Scale = ~?2. ~c1 - 7x1 II a NOTCH 4-0-0 O.C. '1ArA II Iv-v-v 10-0-0 Plate O(isets (X,Y): (6:0-2-O,Edgej _ _ _ LOADING (ps~ SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 11 nlr 120 MT20 185/148 TCDL 8.0 Lumber Increase 1 15 BC 0.05 Vert(TL) -0.00 t 1 nlr 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL _ 7.0 Code IRC2006/TPI2002 (Matrix) Weight: 381b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied a 10-0-0 oc bracing. OTHERS 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=176/10-0-0, 10=159/10-00, 15=78/10-0-0, 14=9x10-0-0, 17=193!10-0-0, 16=18/10-0-0, 13=82/10-0-0, 12=135/10-0-0 Max Horz 2=32(LC 5) Max Uptift2=38(LC 5), 10=-42(LC 6), 17=-31(LC 5), 16=-20(LC 5), 13=-29(LC 6), 12=17(LC 6) Max Grav2=176(LC 1), 10=159(LC 1), 15=78(LC 1), 14=90(LC 1), 17=194(LC 9), 16=20(LC 9), 13=85(LC 10), 12=135(LC 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2--0/28, 2-3=55!31, 3-4=-43/36, 4-5=-18/44, 5.6=-30!40, 6-7=3?139, 7-8=-28/36, 8-9=37/17, 9-10=-47/19, 10-11=a28 BOT CHORD 2-17=0144, 16-17=a44, 15-16=a44, 14-15=a44, 13-14=a44, 12-13=a44, 10-12=a4a WEBS 5-15=54/0, 7-14=-74/0, 3-17=-152/54.4-16=-28/18, 8-13=-7~f34, 9-12=-~ 12!37 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek `Standard Gable End Detail" 3) Gable requires continuous bottom chord healing. 4) Gable studs spaced at 1-4-0 oc. 5) Thls truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 2, 42 Ib uplift at joint 10, 31 Ib uplift at joint 17, 20 Ib uplift at joint 16, 29 Ib uplift at joint 13 and 17 Ib uplift at joint 12. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9) `Semi-rigid pitchbreaks with fixed heels" Hamper end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) formwt. 12) 1 1!2" deep notch 13) Designed for B5 mph exposure B wind against face of studs. M stud lxacing is indicated above, see standard "L' bracing detail LOAD CASE(S) Standard 3x4 = 2x4 II 2x4 Il+ 2x4 II~ 2x1 IlJ 7x4 III 3x1 - 2x1 I I ~ 3x4 LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.08 TCDL 8.0 Lumber Increase 1.15 BC 0.30 BCLL 0.0 ' Rep Stress Incr YES i WB 0.00 BCDL 7.0 Code IRC2006lTPI2002 (Matr ix) LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HFISPF StudISTD WEBS 2 X 4 HF/5PF Stud/STD OTHERS 2 X 4 HF/SPF StudlSTD REACTIONS (IWsize) 2=23410-3-8, 4=135!0-1-8 Max Horz 2=-61(LC 3) Max Uplift2=-50(LC 6), 4=-18(LC 6) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=-6214 0, 2-3=0128, 1-4=-109/34 BOT CHORD 2~f=-11!14 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 2-4 >999 360 MT20 185/148 Vert(TL) -0.02 2-4 >999 240 Horz(TL) -0.00 4 n/a nla Weight: 18 Ib Scare = BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (11-t3) 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3~-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 2 and 18 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. 12) 1 112" deep notching permitted at stacked top chords. 13) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard D2 ~ MONO TRUSS j 11 ~ 1 3-11.8 , 4-11-8 I 3.11-a ,-ao ~ 2x4 I I Stafe = 1 n 0 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0:01 2-4 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 Na Na BCDL 7.0 Code IRC2006rTP12002 (Mat rix) Weigh/: 131b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oC purlins, BOT CHORD 2 X 4 HF/SPF Stud/STD except end verticals. WEBS 2 X 4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 1x0-0 oc bracing. REACTIONS (Ibfsize) 2=234Ja3-8. 4=1351x1-8 Max Horz2=-61(LC 3) Max Uplift2=-50(LC 6), 4=18(LC 6) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=-82/40, 2.3=0/28, 1-4=-109/34 BOT CHORD 2-4=-11/14 NOTES (10) 1) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone: cantilever left and right exposed ;end vertical left and right exposed; Lumber OOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) 'This Wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord end any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capar5ty of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at join/ 2 and 18 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2006 IntemaLOnal Residential Code sections R502. t 1.1 and R802.10.2 and referenced standard ANSUTPI 1. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Truss. 9) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that This parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) formal LOAD CASE(S) Standard TRUSS I6 1 5-11-8 ~6-11_8_) 5-11-Fi 1-0-0 Swie = l~ LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.57 rCDL 8.0 Lumber Increase 1.15 BC 0,71 BCLL 0.0 ' Rep Stress Incr YES WB 0,00 BCDL 7.0 Code IRC2006/TPI2002 (Matr ix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HFlSPF Stud/STD WEBS 2 X 4 HF/SPF StudlSTD REACTIONS (IWsize) 2=310/0-3-8. 4=219/0-1-8 Max Hoa 2=-89(LC 3) Max Uplift2=-54(LC 6), 4=-33(LC 6) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.07 2-4 >942 360 MT20 185!148 Vert(TL) -0.14 2-4 >503 240 Horz(TL) -0.00 4 n/a n/a Weight: 19 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-72/65, 2-3=0128. 1.4=-179/57 BOT CHORD 2-4=-17/21 I) Wind: ASCE 7-05; 85mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ?) This truss has been designed fora 10.0 psf bottom ctwrd live load nonconcurrent with any other live loads. 3) 'This Wss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3~'i-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t) Bearing at joint(s) 4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. i) Provide mechanical connection (by others) o/ truss to bearing plate at joint(s) 4. i) Provide mechanigl connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 2 and 33 Ib uplift at joint 4. 1) This truss is designed in acconlanCe with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 3) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 3) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify That this parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) formal. LOAD CASE(S) Standard p4 GABLE 4-11-8 , 1-0-0 t 2x4 I I f") 0 LOADING (psf) SPACING 2-0.0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.08 TCDL 8.0 Lumber Jncrease 1.15 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 7.0 Code IRC2006/TP I2002 (Matr ix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF/SPF StudlSTD WEBS 2 X 4 HF/SPF Stud/STD OTHERS 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 3=170/3-11-8, 6=1013-11-8, 5=191/3-11-8 Max Horz 6=-61(LC 3) Max Uplik3=-36(LC 6), 6=-6(LC 3), 5=-30(LC 6) FORCES (Ib) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=-29/15, 2-3=-43/40, 3-4=0/28, 1-6=-10/6 BOT CHORD 5-6=-0158, 3-5=-0/58 WEBS 2-5=-153/53 DEFL in (loc) I/dell L/d PLATES GRIP Vert(LL) 0.00 3 n!r 120 MT20 185!148 Vert(TL) 0.00 3 n/r 90 i Horz(TL) 0.00 3 n/a n/a ' Weight 14 Ib Scale = BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NorES (10-12> 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 3, 6 Ib uplift at joint 6 and 30 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. 11) 1 1/2" deep notch 12) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard 2x4 II 2x4 II 3x4 =