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Plans (8) Customer Customer Address I Customer Address 2 Roof B- Elevation A Job:B06082708 & B 1 scale:11 . 118" Date: 8/2006 'Building type"B"1 9340 SW Coral St ° arae MST2006-00262 I 9310 SW Coral St MST2006-00264 9316 SW Coral St MST2006-00265 9346 SW Coral St. pi , MST2006-00269 r 9376 SW Coral St 111111 a�gGE MST i i , 1127111 , sloe t r i sl } � ._..Ilk a,r.,-gi d• 1 {V ( p Q��. Wjj 1 R+ E , - al ,.,_-.... at - mF iu W ` J T P l f 1 f L3-441 I LI 111111111111114 MN MiTek POWER TO PERFORM."' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B06082708 Fax 916/676-1909 Coral Common The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal:R22698856 thru R22698869 My license renewal date for the state of Oregon is June 30,2008. ,--N ,AGlN��90/0 16890PE cP e' `-o OREGON ,�o� -O oraitst cif a.ti�itit*�is'rai�'46/30/08 September 8,2006 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. r Job Truss Truss Type Qty Ply Coral Common R22698856 806082708 TOt GABLE 1 1 Job Reference(optional) • Trus-Way Inc.,Vancouver,WA 98668,Tony Tobet - 6.200 s Jul 13 2005 Mitek Industries,Inc.Thu Sep 07 10:24:162006 Page 1 1 -1-4-0 1 7-0-0 } 14-0-0 1 15-4-0 1 1-4-0 7-0-0 7-0-0 1-4-0 3 - Scale=1:30.6 7 6 �� 8 IP •V 7.00 12 5 9 r ii 4 70 3 11 r , • 2 1111111111111111111116111116_ 12 ri 3 '� ,, rsa ` 13 1`I 1 - •:i'::❖:❖iii❖:•:•�• !AMA3x4_1•-_♦_•-_..___-_- ________- MAYA_. __-_. :A _ •.•fI•I34_ 3x6= I 14-0-0 1 140-0 Plate Offsets(X,Y): (7:0-3-0,Edge] • • LOADING(psf) SPACING 2-0-0 CSI DEFT in (too) 1/defl Lid PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 13 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 13 n/i 90 • BCLL 0.0 Rep Stress Inc: NO WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceding directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 7=67/14-0-0,12=197/14-0-0,19=74/14-0-0,20=119/14-0-0,21=101/14-0-0,22=149/14-0-0,17=74/14-0-0, 16=119/14-0-0,15=101/14-0-0,14=149/14-0-0,2=197/14-0-0 Max Uplift12=136(load case 3),19=20(load case 3),20=-54(load case 3),21=-65(load case 3),22=-32(load case 3), 17=-20(load case 3),16=-54(load case 3),15=-65(load case 3),14=-32(load case 3),2=-136(load case 3) - Max Grav7=111(load case 3),12=198(load case 5),19=80(load case 4),20=119(load case 4),21=101(load case 1), 22=149(load case 4),17=80(load case 5),16=119(load case 5),15=101(load case 1),14=149(load case 5), 2=198(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-42/35,3-4=-25/52,4-5=20/92,5-6=24/134,6-7=-8/155,7-8=8/155,8-9=24/134,9-10=-20/92, 10-11=-25/52,11-12=-42/35,12-13=0/42 BOT CHORD 2-22=-1/89,21-22=-1/89,20-21=1/89,19-20=1/89,18-19=-1/89,17-18=-1/89,16-17=-1/89,15-16=-1/89,14-15=-1/89, 12-14=-1/89 • WEBS 6-19=54/35,5-20=92/73,4-21=-76167,3-22=-116/79,8-17=-54/35,9-16=-92/73,10.15=-76167,11-14=116/79 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wiexnd: AosedSCE 7-02:Lumber 110m-DOLp; pl18ft ate grip L=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right 33. ��Q,�D PR()fess 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable \� y'���'(��i' X( End Details as applicable,or consult qualified budding designer as per ANSI/TPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ."-C- 16820< 5)All plates are 254 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. <% 8)Gable studs spaced at 1-4-0 oc. 9)A plate rating reduction of 20%has been applied for the green lumber members. OR - 01 X03 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 9 " - /2�. -L standard ANSI/TPI 1. ' " . • 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building Cry, " designer shall verify that this parameter fits with the intended use of this component. R - LOAD CASE(S)Standard EXPIRATION DATE:06/30/08 September 8,2006 • A WARNDIG•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 BEFORE US& Design valid for use only with Wet connectors.This design is based only upon parameters shove,and is for an indMdual building component. Applicabillty of design poromenters and proper incorporation of component is responsbility of building designer-not buss designer.Bracing shown ' 's for lateral support of individual web members only.Additional temporary brocing to Insure stability during conslr,iction in the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibfBy of the building designer.For general guidance regarding fabrication.quality control.storage.dettvery.erection and bracing,consult ANSIITPI1 Quality Criteria,006.89 and BC511 Bonding Component 7777 Greenback Lane,Suite 109 Safety Information avalable from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 • • Job - Truss Truss Type City Ply Coral Common s R22698857 • 806082708 T02 COMMON 1 2 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668.Tony Tobef 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 0710:24:16 2006 Page 1 I 3-8-75 I 7-0-0 _. _ 1I 10-3-1 14-0-0 3-6-15 3-3-1 3-3-1 3-8-15 4x6 II Scale=1:29.0 3 .g. 7.00 12 — iiiiiill , 3x6 i 34 2 4 ' 1110 1 ►I 8 7 6 IN/ 5X8 i 3x6 II 9x14 MT18H= 3x6 II 5x8 3-6-15 I 7-0-0 I 10-3-1 I 14-0-0 I 3-8-15 3-3-1 3-3-1 3-8-15 Plate Offsets(X,Y): 11:0-4-6,0-2-81,[5:0-4-6,0-2-8],[7:0-7-0,0-6-0] — LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.05 7 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.08 7-8 >999 180 MT18H 220/195 BCLL 0.0 Rep Stress Ina NO WB 0.85 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code lRC2003ITPI2002 (Matrix) Weight:163 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-10-12 oc purlins. BOT CHORD 2 X 8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdG REACTIONS (lb/size) 1=3916/0-5-8,5=3916/0-5-8 Max Uplift1-1142(load case 3),5=-1142(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2=-5694/1665,2-3=-4105/1249,3-4=-4105/1249,4-5=-5694/1665 BOT CHORD 1-8=-1386/4880,7-8=-1386/4880,6-7=-1386/4880,5-6=-1386/4880 WEBS 2-8=373/1472,2-7=-1619/523,3-7=-1117/3827,4-7=-1619/523,4-6=-373/1472 NOTES 1)2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. „,0 P ROPE- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y� G( �/ 6)All plates are MT20 plates unless otherwise indicated. ti NNI O 7)Plates checked for a plus or minus 5 degree rotation about its center. �,� 8)A plate rating reduction of 20%has been applied for the green lumber members. Q 168. ' 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Girder carries tie-in span(s):26-0-0 from 0-0-0 to 14-0-0 _..11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building : 0 designer shall verify that this parameter Ids with the intended use of this component. - r r REG ,�s • LOAD CASE(S)Standard ���BER 0.�� l,� R s- ' Continued on page 2 [ EXPIRATION DATE:06/30/08 September 8,2006 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH--7473 DEPOSE USE Design valid for use only with Malek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poromenters and proper incorporation of component S responsbirity of building designer-not truss designer.Bracing shown �� k for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _WCR vi _ fabrication.qualify control,storage.delivery.erection and bracing.consult ANSUIPIT Quality Criteria,DSB-89 and BCSI I Building Component 7777 Greenback Lane,Slue 109 Safety InlonnaBon available from Truss Plate Institute.583 D'Onotrfo Drive.Madison.WI 53719. cen.s Heights,CA,95610 4 Job Truss Truss Type Qty Ply Coral Common R22690857 806082706 T02 COMMON 1 eS L Job Reference(optional) Tens-Way Inc.,Vancouver,WA 98668,Tory Tenet 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 1024:16 2006 Page 2 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=64,3-5=-64,1-5=514(F=-494) A WARNING 7erlfsj design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. Deign valid for use only with Mitek connectors,This design is based only upon parameters shown,and is for an inil,s dual bolding component. Applicabiary of design paramenters and proper incorporation of component Is responslbltty of building designer-not truss designer.tracing shown iT k is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the "�'a erector.Additional permanent bracrsg of the overall structure is the responsldlily of the building designer.For general guidance regarding PCIMILA.17 _ fabrication.qualify control,storage.delivery.erection and bracing.consult ANSi/IPI1 Quaky CrIeda,DSB-89 and BCSII BvlldIng Component 7777 Greenback Lane,Sule 109 Stint)?Information available horn Truss Plate Institute.583 D'Onofrio Drive.Madison,WI53719. Citrus Heights.CA.95610 S Job Truss Truss Type Qty Ply Coral Common _-- R22698858 8060132708 T03 GABLE 1 i Job Reference(optional) Tnu-Way Inc.,Vancouver,WA 98668.Tony Tobel 6.200 s Jul 13 2005 MRek industries.Inc.Thu Sep 07 1024:17 2006 Page 1 I 1-1-4-0 1 13-0-0 1 26.0-0 127-4-0 f • • 1-4-0 13-0-0 13-0-0 1-4-0 3x6_ Scale=1:54.1 11 10 J. 12 7.00 12 g 13 8 14 7 15 • 6 i6 5 17 ri . 4 i iii 3Add i 19 nr N2IIIlilt ` 2D y11 [7 21)v 3x4= 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4= 3x6= 26-0-0 3,.. 2soo Plate Offsets(X,Y): [11:0-3-0,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 21 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 21 n/r 90 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:173 lb • LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. DOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 11=85/26-0-0,2=213/26-0-0,31=65/26-0-0,32=116/26-0-0,33=113/26-0-0,34=112/26-0-0,35=111/26-0-0, 36=120/26-0-0,37=71/26-0.0,38=213/26-0-0,29=65/26-0-0,28=116/26-0-0.27=113/26-0.0,26=112/26-0-0, 25=111/26-0-0,24=120/26-0-0,23=71/26-0-0,22=213/26-0-0,20=213/26-0-0 Max Uplift2=107(load case 3),31=-10(load case 3),32=-53(load case 3),33=-52(load case 3),34=50(Ioad case 3), = 35=-51(load case 3),36=-49(load case 3),37=-52(load case 3),38=-62(load case 3),29=-10(load case 3), 28=-53(load case 3),27=-52(load case 3),26=-50(load case 3),25=-51(load case 3),24=-49(load case 3), 23=-52(foad case 3),22=-62(load case 3),20=-107(load case 3) Max Grav11=216(load case 3),2=214(load case 4),31=73(load case 4),32=117(load case 4),33=113(load case 1), 34=112(load case 4),35=111(load case 4),36=120(load case 1),37=71(load case 4),38=213(load case 1), 29=73(load case 5),28=117(load case 5),27=113(load case 1),26=112(load case 5),25=111(load case 5), 24=120(load case 1),23=71(load case 5),22=213(load case 1),20=214(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-51/47,3-4=-33/22,4-5=19/55,5-6=-21/95,6-7=-21/134,7-8=21/173,8-9=-21/213,9-10=-24/253, 10-11=-4/270,11-12=-4/270,12-13=-24/253,13-14=-21/213,14-15=-21/173,15-16=-21/134,16-17=-21/95,17-18=-19/55, 18-19=-33/22,19-20=-51/47,20-21=0/42 BOT CHORD 2-38=11132,37-38=-1/132,36-37=-1/132,35-36=-1/132,34-35=-1/132,33-34=-1!132,32-33=-1/132.31-32=-1/132, 22-23=-1!132,20-22-31=-1/132, 28-29=-11132,27-28=-1!132.26-27=-//132,25-26=-1/132,24-25=-1/132,23-24=-1!132, C,<<'28-29=-1/132, c r . P Q -'.. WEBS 10-31=-47/26,9-32=-90/69,8-33=-86/68,7-34=85/66,6-35=-85166,5-36=-90169,4-37=-58/53,3-38=-157/107, \ �N -,9 0 1- 12-29=-47/26,13-28=-90169,14-27=-86/68,15-26=85/66,16-25=-85/66,17-24=-90/69,18-23=-58/53,19-22=-157/107 2<c7 1_68'.x/' -7 r NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCOL3.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right • exposed;Lumber DOL=1.33 plate grip DOL=1.33. -. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gabl> A i REG ,, End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. - ' ,1,7 � \• �� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. SFR S \ 6)Plates checked for a plus or minus 5 degree rotation about its center. CoGable It biblenued onui 9 continuouse bottom chord bearing. EXPIRATION DATE:06/30/08 September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ISH-7473BEFOREUSE. Design valid for use only with Mitek connectors.This design is based only upon parameters shows.and B for an individual building component. Applicability of design poramenters and proper Incorporation of component is responsiolity of building designer-not truss designer.Bracing shown - is tot lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responslbillty of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - fabrication.oua!ity control.storage.delivery.erection and brochrg,consult ANSI/TP11 Quality Criteria.DSB-89 and BCSII Binding Component 7777 Greenback Lane,Sule 109 Solely Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type City Ply Coral Common R22698858 806082708 T03 GABLE 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobet 6.200 s Jul 13 2005 fM7ek Industries,Inc.Thu Sep 0710:24:17 2006 Page 2 NOTES 8)Gable studs spaced at 1-4-0 oc 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard i •WARMING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE R11.74 73 BEFORE USE. • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicabiily of design paramenters and proper incorporafion of component is responsibility of building designer-not truss designer.booing show is for lateral support of individual web members only.Additional temporary bracing to Insixe stability during constructfan is the responsibility of the n di • erector.Additional permanent bracing of the overall structure is the responsbifty of the building designer.For general guidance regardingrareca _ • fabrication,quality control storage,delivery,erection and bracing,consult ANAJIN1 Quality Criedo,058-69 and BCS11 Briding Component 7777 Greenback Lane,Sets 109 • Safety Information avaiabte from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 C Job - Truss Truss Type Qty Ply Coral Common R22698859 B06082708 704 COMMON 6 1 i 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 99668,Tony Tobel 8.200 s Jul 13 2005-MTek Industries,Inc.Thu Sep 07 1024:18 2006 Page 1 'j, I -1-40 I 6-8-15 I 13-0-0 I 19-3-1 I 26-0-0 127-4-0 i 1-4-0 6-8-15 6-3-1 63-1 6.8-15 1-4-0 5x6= Scale=1:54.1 4 7.00 Fiy 2x40 ilpf 2x47/ a 3 5 . r; �N 2 • 6 d //3x10= 10 9 • -. ` 7 )e 8 3x10— 3x4= 3x6= 3x4= I 8-9-15 I 17-2-1 I 26-0-0 1 8-9-15 8-4-1 8-9-15 Plate Offsets(KY): 12:0-10-3,0-0-151,[6:0-10-3,0-0-15] LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.10 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.23 2-10 >999 180 BCLL 0.0 Rep Stress Inc/ YES WB 0.26 HOrz(TL) 0.04 6 n/a ilia BCDL 10.0 Code IRC2003fTPI2002 (Matrix) Weight:115 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18d3tr G TOP CHORD Sheathed or 4-9-7 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=1173/0-5-8,6=1173/0-5-8 Max Uplift2=-386(load case 3),6=-386(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension --- TOP CHORD 1-2=0/43,2-3=-1675/466,3-4=-1473/502,4-5=-1473/502,5-6=-1675/466,6-7=0/43 BOT CHORD 2-10=-250/1351,9-10=-47/911,8-9=-47/911,6-8=-25011351 WEBS 3-10=-375/269,4-10=-154/587,4-8=-154/587,5-8=-375/269 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1,33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building 1 ,ao PR O/c-k-- designer shall verify that this parameter fits with the intended use of this component. \��\ N� SS IS> LOAD CASE(S)Standard Cv` R 17 CC -9 p,?'' ., 4 ''ER S i\� 1 EXPIRATION DATE:06!30/08 September 8,2006 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REPERENCS PAGE MII-7473 BEFORE USE. Design valid for use only with kATek connectors This design is based only upon parameters shown.and is for an individual buid-mg component. Applicability of design pararrsenters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown ` Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding r _ fabrication,quality control,storage,delivery,erection and bracing,consult ANSt/TP11 gushy Criteria,D58-89 and 8CS11 Bonding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95810 Jab truss Truss Type Qty Ply Coral Common 822698860 1/106082708 T05 GABLE 1 1 Job Reference(optional) I Trus-Way Inc.,Vancouver,WA 98668,Tony Tooei 6.200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 10:24:18 2006 Page 1 1 -1-4-0 1 9-0-0 I 18-0-0 I 1-4-0 9-0-0 9-0-0 3x6= Scale=1:37.6 1. 8 7 A 9 6 10 7.00 FE i 11 5 • 4 12 r: J 3 13 I L 2 • ® c e e o- ® © ,4 t" 3x4.0.........• . 25.•:..'.•:24:•:..: 23 .❖.22. .•:X21 20.•19 _ i18• .'7.❖_ t8•:'..Oi•:15`:.c ....._•_3x4- 3x6= 1 18-0-0 • 18-0-0 Plate Offsets(X,Y): [8:0-3-0,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 1 Nr 120 MT20 220/195 • TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 14 n/a n/a • BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:97 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 60-0 oc purlins. BOT CHORD 2 X 4 DF No.l&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G •• REACTIONS (lb/size) 8=74/18-0-0,14=102/18-0-0,2=213/18-0-0,21=70/18-0-0,22=115/18-0-0,23=120/18-0-0,24=71/18-0-0, 25=213/18-0-0,19=71/18-0-0,18=114/18-0-0,17=125/18-0-0,16=49/18-0-0,15=258/18-0-0 Max Horz2=50(bad case 3) Max Uplift14=-5(load case 3),2=-I 14(load case 3),21=-15(load case 3),22-55(load case 3),23=-49(load case 3), -- 24=52(Ioad case 3),25=-62(load case 3),19-15(load case 3),18=-54(load case 3),17=-55(load case 3), 16=23(load case 3),15=-116(load case 3) Max Grav8=122(load case 3),14=103(load case 5),2=214(load case 4),21=78(load case 4),22=116(load case 4), 23=120(load case 1),24=71(load case 4),25=213(Ioad case 1),19=78(load case 5),18=115(load case 5), 17=125(load case 1),16=49(load case 5),15=258(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=51/47,3-4=-33/36,4-5=-19/68,5-6=-21/109,6-7=-24/149,7-8=-6/168,8-97/168,9-10=-24/149, 10-11=-22/109,11-12=19/67,12-13=-37/41,13-14=-45/53 BOT CHORD 2-25=0171,24-25=-0/71,23-24=0/71,22-23=0/71,21-22=-0/71,20-21=-0/71,19-20=0/71,18-19=-0/71,17-18=0/71, 16-17=0/71,15-16=-0/71,14-15=-0/71 _ WEBS 7-21=51/31,6-22=-90170,5-23=-90/69,4-24=-58/53,3-25=157/107,9-19=-51/31,10-18=-90/70,11-17=-91/71, 12-16=-49/42,13-15=-177/131 NOTES -ACC 1)Unbalanced roof live loads have been considered for this design. g I NE-, Lve 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and rightexposed;Lumber DOL=1.33 plate grip DOL=1.33. ` E 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. . 4)This truss has been designed for a 10.0 psf bottom chord Nye load nonconcurrent with any other live loads. 5)At plates are 2x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 5 degree rotation about its center. ,C O.y. ! �A 7)Gable requires continuous bottom chord bearing. O �� / N- ' 8)Gable studs spaced at 1-4-0 oc. '-9Ae $ P2 e�'i 9)A plate rating reduction of 20%has been applied for the green lumber members. __ �.1 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced uJ�R 5" standard ANSI/7P!1. Continued on page 2 1 EXPIRATION DATE:06/30/08 September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 71M7473 BEFORE USE. Bill . Design valid for use only with ntTek connectors.This design is based only upon parameters shown.and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 0 .w is for lateral support of Individual web members only.Additional temporary bracing to insure slablily during construction is the responsib Ility of the e erector.Additional permanent bracing of the overall structure is the responsibility of the balding designer.For general guidance regarding Fooze ro vcwrowe.- fabrlcation,quality control,storage,delivery.erection and bracing,consult ANSI/trtl Qualify C4feda,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 104 Safely Infonno6on available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. CdNs Heights,CA,95610 • r J—ob Truss Truss Type City Ply i Coral Common R22698860 806082708 705 GABLE t 1 I ;Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98868.Tony Tobel 6.200 s Jul 13 2005 fAiTek Industries,Inc-Thu Sep 07 1024:18 2006 Page 2 NOTES 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard • WARNING-Verify draign parameters and READ NOTES ON THIS AND INCLUDED HMEH REFERENCE PAGE MH--7473 BEFORE USE DEI Design valid for use only with Milek connectors.This designs based only upon parameters shown,and is for an individual building component. Applicability of of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �" is for lateral support of individual web members only.Additional temporary bracing to insure stoblity during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsbaty of the building designer.For general guidance regarding POWIIR*a PLR - fabrication,quaity control,storage,delivery,erection and bracing.consult ANSI/IPI1 Quality Criteria,058-89 and BC51t Building Component 7777 Greenback Lane,Suite 109 Safely IntormaHon available from Truss Plate institute.583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights.CA,95610 Jab Tessa .. Tees Type fay Fly Coed airwave 809002706 TOO COMMON 7 I 623679373 Tau;way Ma.welcome.MlA 96G66 Job Reference,.�,:�. 1 6500 s Dec 14 WOO&Wet lerusetee.Int Thu Dec 2a 12.00S1 3.:Page I 1 '1'40 I 4845 i see I 133.1 + .., 14 el.,_.,.—.__..{ 4.40 4845 43t 4-34 4.5.16 4x6 0 $cels•127.6 4 ii 7AOr ZrA l` art/J s 5 r 0,011 4 9 10 5 11 7 s� 836= Ane 354= 8,8= 344=. _ 0-145 I 1140-1 15040 t-1!i f I s 6451 6-1-t4 Plate ORseks ---t --'----L 10:0-3-1,0441)- LOADING(pet) SPACING 2-0-0 056 TOLL 25.0 Plates increase t.15 TO 0.15 Vert(LL) -0.03 (Mc) 9 >999 360 MT26 220ff95 TOOL. 7.0 Lumber Increase 1.1S DC 0.25 Vsd(TL) -OM 6-7 "999 180 BOLL 0.0 Rep Stress 6w YES WS 0.19 HOrz(fl3 0.02 6 nfe Na DCCL f0.0 Code IR020031Tp12002 (Mahle) Weligt 79 lb UMBER BRACING TOP CHORD 234 DRNo.18 [t3 - TOP CD Sheathed or6A-9ecpuffins. SOT CHORD 2x4 OF No.11 3 G SOT CHORD Rigid coigne diectyepaled or 10.0.0 oe btadng. WENS 2x4OFSki G REACTIONS (ibiefze) 0=757105.6,246011/0-541 Max Haze=50(LC3) 4t�t S. fy FORCES 108) RtandfnuMeat m 173{1 C^i).2s 274(1 Q TendonompressionAhuileams qhs 0 fWAS,44.- TOP CHORD 1-2=0143,2-,..V-4 174t255,3 -1034)261,4.5--10411299.5.6=111"37272 re 11 j SOT CHORD 2-9=-1461937,9-10.-3310$0. 8-11=-331650,7-11=338$60,6-7=-285f956 — WEBS 3.9=.2331177,+9=•601406,4-7=891430,5-73-2501190 11 xt.- NOTES 1)Ilnbstnnced roof live loads lseve been considered for this design. ��q1 '' IST $' 2)Wink ASCE 7.02;110snph;h=1Sfl;TCD!.=4.2peP BCOL=6.0psF Category I1:Exp%enclosed;C-C Extator(2):c ur left end right �$. es exposed;LunO,erDOL=1.33 plate grip 00L=1.33- S./0NAL1=''- 3)60,0IbAC unit load placed on the bottom chord,9.04 horn Left end,supported et two points 4-0-0 aped. 4)This truss has been designed for a 10.0 psi bottom chord eve load nariconcurrent with any other he Inds. 5)Plates checked fora plus or minus 5 dogma rotation about IN center. 6)A plate rating reduction of 20%has been append for the green lumber members EXPIRE$:05-01-08 7)This inns is designed In accordance v.611 the 2003 interniehmel Residential Cont section 8602.11.1 and 11802.10.2 and referenced standardANSVTPII. D PROF 8)Hanger(s)or other connection devioe(e)shalt be provided anrf6c6enttnR support concentrated load(*)25 db doom et 7-0.0,and 25 lb down EG. rS at 11-00 on bottom chord.The&Nign(selection of such=Beam devlce(s)is the responsibility (others. `S (3i hf'— s'2 designer +BY at this perarneler the*MI6 tows doge not include arty lime dependant deformation use se component. the IMO load deflection.The twOteng ��,�' f, g 16:4•- (- LOAD CASE(8)standard - .o OR • ',,�°' 9( �4 EXPIRATION DATE:06/30/06 j December 28,2008 -._t � -!tl, IFARNINO.Write abate*par', n.+.a�arsnNarita osrrsamp snecrosa*wok lapaAurCaptas5mrsvstows aowR wad tar use only nth tau connecters this desipn04baled arty upon parornMinsthne.,and b tot on Yrdb4doW brAktnoccatpanant of dolga pontaanton ondprow inatpaotan of component b nespatwb5trar dolma,-not Om nedpon.*roam showntT(�k' btot imralsupr,rndatwakermsweb membade aarty.Adanolteloporarybracing tokeuresteblsy ekraaarab5ntaabeataeponnbMlyofane enact*:Addlonol penmanenimacho orthe overall structure!he responrbsyOf the detener.rat OeMNa aOldonoatspamrae .v.ax.....,awn, Tabdcaea,t 9ua/y conk:.aloraeO dek,reny.erection ondbracing camecae mavengeolty Cre.da,365.0!and CCCI lei�irn Component lusty Lira:400 ar *bre tion,lugs rareb58*ure,see Mr&.Menson,4n,ST7fP. 77tr r4wnrMrdei,w.solea 109 e,.., (*Ms WOW.CA.050101 Job Truss Truss Type _-- Qty Ply Coral Common R22698862 806082708 T07 GABLE 1 1 - Job Reference(optional) Two-Way Inc..Vancouver.WA 98668,Tony label 6.200 s Jul 13 2006 MTek Industries,Inc.Thu Sep 07 10:2419 2006 Page 1 1-1-4-0 1 11-4-0 I 22-8-0 1 24-0-0 1 1-4-0 11-4-0 11-4-0 1-4-0 3x6-= Scale:114'=1' 10 9 .iii 11 8 • 12 7.00112 7 13 , ■ 6 14 5 15 . 4 16 31 co17 2 . M` 18 ry '' [>t � 1917 3x4= 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 314 3x6= f.-.-.-._ 22-8-0 22-8-0 Plate Offsets(X,V): 110:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc.) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 19 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 19 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:141 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Blr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No-1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4DFStdG REACTIONS (lb/size) 2=213/22-8-0,28=104/22-8-0,29=113/22-8-0,30=112/22-8-0,31=111/22-8-0,32=117/22-8-0,33=87/22-8-0, 34=180/22-8-0,26=104122-8-0,25=113/22-8-0,24=112/22-8-0,23=111/22-8-0,22=117122-8-0,21=87/22-8-0, 20=180/22-8-0,18=213/22-8-0 Max Uplifl2=96(load case 3),29=-61(load case 3),30-53(load case 3),31=-51(load case 3),32=48(load case 3), - 33=-58(load case 3),34=-46(Ioad case 3),25=-61(load case 3),24=-53(load case 3),23=51 Qoad case 3), 22=-48(load case 3),21=-58(load case 3),20=-46(load case 3),18=-96(load case 3) Max Grav2=213(load case 1),28=104(load case 1),29=115(load case4),30=112(load case 1),31=111(load case 1), 32=117(load case 4),33=87(load case 4),34=180(load case 4),26=104(load case 1),25=115(load case 5), 24=112(load case 1),23=111(load case 1),22=117(load case 5),21=87(load case 5),20=180(load case 5), 18=213(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension ` TOP CHORD 1-2=0/42,2-3=-72/31,34=-43/5,4-5=-34/27,5-6=-36/67,6-7=-36/105,7-8=-36/146,8-9=-36/189,9-10=-32/165, 10-11=-32/165,11-12=-36/189,12-13=-36/146,13=14=-36/105,14-15=-36/67,15-16=-34/27,16-17=-43/5,17-18=-72/31, 18-19=0/42 BOT CHORD 2-34=0/148,33-34=0/148,32-33=0/148,31-32=0/148,30-31=0/148,29-30=0/148,28-29=0/148,27-28=0/148,26-27=0/148, 25-26=0/148,24-25=0/148,23-24=0/148,22-23=0/148,21-22=0/148,20-21=0/148,18-20=0/148 WEBS 9-28=-77/0,8-29=88/76,7-30=-85/69,6-31=-85/66,5-32=-88/68,4-33=-68160,3-34=-136/91,11-26=-7710,12-25=-88/76, 9,, ,1-3PR 0,c6- 13-24=-85/69,14-23=-85/66,15-22=-88/68,16-21=-68/60,17-20=-136/91 Cf;. ,' NGINE - (-s0� NOTES Q, 1)Unbalanced roof live loads have been considered for this design. Q 1 67 P F 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;CategoryIt;Exp B;enclosed;C-C Exterior(2);cantilever left and right f exposed;Lumber DOL=1.33 plate grip DOL=1.33. ." 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga. - . End Details as applicable,or consult qualified building designer as per ANSIITPI 1-2002. 03 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0`` t Co't`'\� 5)All plates are 2x4 MT20 unless otherwise indicated. 'O �F/ - "f. -Z 6)Plates checked for a plus or minus 5 degree rotation about its center. -7/ lig_ _ Z �� 7)Gable requires continuous bottom chord bearing. 'A -0 B)Gable studs spaced at 1-4-0 oc. S. A plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 EXPIRATION DATE:06/30/08 September 8,2006 -�, Design vNNG-id Vseondly sigh parak rmS:, s,A N PAG 73 B WARNING-Verify des meters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE N7I7473 BEFORE USE. }�)� connectors.This design is based only upon parameters shown.and is for an individual building component. y�� Applicability of design paramenters and proper incorporation of component is responsiaility of buildng designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during conshuckon is the responstbiltty of the 1A'% erector.Additional permanent bracing of the overall structure is Nie responsIility of the building designer.For general guidance regarding .7.7 PCRFORI.- fabricotion.quality earshot.storage.delivery.erection and bracing.consult ANSI/I111 Quality Crileda.P59-89 and BCSI1 SubdIng Component 7777 Greenback Lane,Suie 109 Safety Information available from Truss Plate institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply I Coral Common 822898862 806082708 107 GABLE 1 1 I I Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6200 s Jul 13 2005 MrTek Industries,Inc.Thu Sep 07 1024:19 2006 Page 2 NOTES 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI t 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard • • WARNING-Verify deaign parameter*and READ NOTES ON THIS AND EVOLVERS MITER REFERENCE PAGE ISH-7473 RBPOREmet • OSE Design valid for use only with Mink connectors.This design is based only upon parameters shown.and is for on individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsbiliy of the building designer.For general guidance regarding POWER TO - fabrication.quality control.storage,delivery.erection and bracing.consult ANSI/Tall Qually Criteria.05II-89 and RCM Seeding Component 7777 Greenback lane,Suite 109 Safely Information evadable from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Carus Heights,CA.95610 1 Jeb Tress 'huh Type ON fly Coral Cotm on 823879374 006062706 TOS COMMON 6 1 Job Rattamme �, ., r 7186•Way leo,VaricQuse,INA 98868 8,500 a 06014 2008 WTOIt indaMdas,ha Thu 1260 28 110012 2006 Pegs 1 1 i^14°I 640-6 1,.° .,:t . .. ,, 1 14-0 64045 54-1 5-5-I 6-16-15 1-4-0 8z8 Scatet 1/4*3" 4 hit 7A°r.,,A111_,,...°1111°°<:11111 wt ti� 7se111 A1 I I II II 41 P 1°%%%%%4 I I I I I I I I I I 1144111N11‘,./ 5 , tt�/' e 71 4.s...- 10 11 S 12. a 4019 c. sat- fire- • I 1441.9 i 9244 i 7.6.10 74.2 7445 MAO Off9909An f2:0-0-0,0.0-il,I6 Edite.0•0.1I LOADING(pst) SPACING 2d0-0 C81 DEFL in (ion) Odell Lid PLATES GRIP TOLL 28.0 Plates Increase 1.15 TC 0.25 Yert(LL) -0.06 2-10 MIN 380 MT20 22W195 TCDi. 7.0 Lumber bases* 1.15 80 0.36 Vert(TL) .0.13 2-10 M99 180 BOLL OA Rep Skew Ince YES Wt3 0.2E Horr(TL) 0.03 8 Na Na BOOL 10,0 Code mC2003frP12002 (M99rW Weight 100 b LUMBER BRACING TOP CHORD 2 x 4 OF No.168tr C TOP CHORD Sheathed or 5-2-4 iso pude**. 00T CHORD 2 x4 OF No.1&Bir 0 BOT CHORD Rigid aping Greedy tippled or 10-0-0 es bracing. WEBS 2x4OFSid 6 REAC11091S 0fsize) 2=106630.4-0,61061 5-8 Max t ft2=-319(LC 3),8 -323(LC 3) � C S.ft 77iti7Q, FORCES rs.)_Meu�9M,n1Da9ntnesak ma[n1N,rr«rs<al �P n0 A ,0 3 �� TOP CHORD 1-2 (3,23 1508M48,3-4=.1331/380.4-8w-1324/37k 5.84--1500/345.8-7=W43 i4' ,y �,p BOT CHORD 2-10a-16231218,10.1140623,9.11.01623,P1200/823,8.12=0M23.8$=159/1208 • 4+i 9 - 'L WEBS 3-40w-325/236,4.10e-103541.4-8=-683530,5-8-3181232 ../ NOTES r 1)Unbalanced root Oa toads have been considered for this design. I 4, 30496.� ,rqY 21 Mat ASCE 7-0Z 11On�hs1*TCOL-4.2pe;BCDLOLOpe;Category if;fops B;endowed C-C Extetor(2);cantilever telt and right O gl/E11110' ti exposed;Lumber DOLR1.33pieta gdpBOL+el-33. . <1:ft7\'Al�.4yCI\fie 3)sake AC imitload placed on'the bottom chad.11-4.0 half let e19d,supported al two pante,44-0 spar 4)Ills truss has been+ fined kK a 10.0 pef bottom chord Uxn toad nonconcterent Ws any other Nye beta. 6)Mates checked for a pies or eines 5 degree rotation about he atter. 6)A plata rating reductor,of 20%has been applied far the green lumber members. I EXPIRES:06-01-08 I 7)lids truss Is designed in accordance Oh the 2003 Internatossal Residential Code sections R502.11.1 end 8802.10.2 and referenced standard ANSUIPI 1_ 0)Sanger(*)or other o0nnedbrt devices)shag be prodded sufficient to stamen cencerthetad loads)29 lb duel at 9.4.0.and 25 lb down [) PROF at 13-4-0 on bottom chant The design/selection of such mon dealt (s)le Ste respon r of ams. .k�C, fi06, 9)de r veks truss does rify that this s tInclude any time 1 thetIntended� component. ong term loading Green)In than totallast r o9r The buttering �a �1143i 1d &� 1 LOADCABE(S)Standard w>".t t?t^ r M. .e Q• ',N 0002 .4944e Ft i'cl�� ( EXP$RATtON DATE:06/30/08 j December 28,2008 A.waaMM5—Mori")de tress•.w,:t nt coot MUD 1ERIasONTIM AND INCZOOSOat KINFXRINICIS seeeMUM 7MOORS wrs. 1111 0fe ,usoaiatsdpaa gpoMrerinMeneeeovndiepctotaeeae,'rhirae roS6nwacafrcnpoun0erlnhmar p0r>asnnysh1 onaslbdrsaremiostifwu61at9aJdneicorvreensh. 0886001w$00801w7 uelwabawnbwsw6M.Adcondtmnnarybochatohamra rythcang:tnkha np%n stacs,00t owd, ha Mire 1.•. . mach:Adallarwt pommel!bacingei Si.wesol.n,ccheeh Si. e.ha:Mgci kwlosnercIoreronce regarding . w. pcoso*.+.• tutoo nOtt,n,ar8vcontd.dororya&Mom%*matronolda ameb �d OrNtcrieryO$ 549 sad K SCSIIeld,eCampaaoat rtdom7 cra.neaet caw.wee foe UN*Alnrareaon ovaaeef9s sham ave Plots 0.10010.S93l7Ceua tkRe.hAedeorb WI 53719 alms WNW.CA.M410 Job Truss "" Truss Type _ — Qty Ply Coral Common R22698864 B06082708 T10 GABLE 1 1 Job Reference(optional) Trus-Way Inc-,Vancouver,WA 98868,Tony Tobel 6200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 10:2420 2006 Page 1 1-1-4-0 1 5-10-15 I 11-40 I 169-1 1 22-8-0 1 24-0-0 i 1-4-0 5-10-15 5-5-1 5-5-1 5-10-15 1-4-0 5x8= Scale:114'=1' 4 �;411116 . \s \4, 11166.„ 7.00112 . ef'''' ''' .1 . 3 6 5 r l I vT, 2 111 ® ® 9 'a. 0, Cg 6- 1 6 1 8 E] a 8 Ii 0 6- ��a 1 3x10=••_•_•-•_•_•_12•..._.11 ... 7 g.... 10 9 8 3x10= 3x4= 3x6= 3x4= I 7-8-10 1 1411-6 22-8-0 7-8-10 7-2-12 7-8-10 Plate Offsets(X,Y): [2:0-10-3,0-0-151,[6:0-10-3,0-0-15],[28:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL hi (lac) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.06 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.12 6-8 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:166 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 5-4-6 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdG OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2-88815-1-8,11=92/5-1-8,12=71/5-1-8,6=1018/0-5-8 Max Uplift2=-342(loed case 3),6=-352(loed case 3) Max Grav2=888(loed case 1),11=105(load case 2),12=84(Ioad case 2),6=1018(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-1369/419,3-4=1189/449,4-5=-1244/437,5-6=-1420/405,6-7=0/43 BOT CHORD 2-12=225/1098,11-12=-225/1098,10-11=-225/1098,9-10=371759,8-9=-37/759,6-8=209/1139 WEBS 3-10=-326/244,4-10=-148/429,4-8=-127/514,58=-318/230 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. F O PR O,c- 6)Plates checked for a plus or minus 5 degree rotation about its center. -t,,' (31 N S/�� r 7)Gable studs spaced at 1-4-0 oc. �� 8)A plate rating reduction of 20%has been applied for the green lumber members. 4-4., / 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced �- 16 f(OPE fit' standard ANSI/TPI 1. - 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection- The building designer shall verify that this parameter fits with the intended use of this component. - (4),--- -03 - LOAD CASE(S)Standard ,`.4, OR ,,74• �9( FB ERcry(<i 47 1 EXPIRATION DATE:06:30/08 ) September 8,2006 WARNING Verify daddy,.parameters and READ NOTES ON TRW AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE. NM Design valid for use only unth MTek connectors.This design is based only upon parameters shown and Is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss desgner.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responvb6roy of the d e£ erector.Additional permanent bracing of the overall structure is the responsibility of the buil dng designer.For general guidance regarding vowed ro PERFORM' fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DS8-89 and BCSl1 Building Component 7777 Greenback Lane,Suite 109 Safety Information avaloble Bora Truss Plate Institute,583 D'Onotrio Drive.Madison,WI 53719. Canis Heights,CA,95610 Job Truss Truss Type --- City i Ply Coral Common 822698865 606082708 Ill GABLE 1 I 1 I Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 132005 MiTek Industries,Inc.Thu Sep 07 10:24:21 2006 Page I I 6.8-15 I 13-0-0 I 19-3-1 __. _-- I 26-0-0 I27-4-0I 0-5-15 6-3-1 6-3-1 6-8-15 1-4-0 4x8= Scale=1:53.3 3 7.00 FIT71 , 14Iil • iib1Ithh.. ........ ...... ..... . . ... ...............• 6 [o 5x6= 23 •22 21 •20 19••18 ♦17♦• 18 15 14 13 12 11 10 9 8 7 5x6= 3x4_ 3x6= 3x4= I 8-4j¢.,_._ I 17-2-1 I 25-8-0 261-01-0 `.. 8-9-15 8-4-1 8-5-15 0-40 Plate Offsets(X,Y): [1:0-1-8,Edgej,(5:0-1-8,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.01 1-23 >999 360 MT2O 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) 0.01 1-23 >999 180 BCLL 0.0 Rep Stress Inc: NO WB 0.14 Horz(TL) 0.00 5 n/a rile BCDL 10.0 Code IRC2003/TP120D2 (Matrix) Weight:198 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 3-19,3-11 OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 1=217/Mechanical,1=217/Mechanical,19=585/25-2-8,11=586/25-2-8,16=26/25-2-8,17=28/25-2-8,18=16/25-2-8, 20=28/25-2-8,21=48/25-2-8,22=62/25.2-8,23=197/25-2-8,14=26/25-2-8,13=28/25-2-8,12=16)25-2-8, 10=29/25-2-8,9=44/25-2-8,8=-47/25-2-8,7=168/25-2-8,5=327/25-2-8 - Max Horz1=50(Ioad case 3) Max Uplift1=68(load case 3),19=-289(load case 3),11=-287(load case 3),22=-62(load case 1),23=-77(load case 3), 8e-47(Ioad case 1),7=-35(Ioad case 3),5=-173(load case 3) Max Grav1=223(load case 4),1=217(load case 1),19e585(load case 1),11=586(load case 1),16=53(load case 2), 17=57(load case 2),18=34(load case 2),20=65(load case 2),21=60(Ioad case 2),22e67(load case 3),23=197(load -- case 1),14=53(Ioad case 2),13=57(load case 2),12e34(load case 2),10=65(load case 2),9=60(load case 2), 8=46(load case 3),7=168(load case 1),5=332(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=255/87,2-3=-51/164,3-4=49/165,4-5=-255/88,5-6=0/42 BOT CHORD 1-23=0/133,22-23=0/133,21-22=0/133,20-21=0/133,19-20=0/133,18-19=0/180,17-18=0/180,16-17=0/180,15-16=0/180, 14-15=0/180,13-14=0/180,12-13=0/180,11-12=0/180,10-11=0/132,9-10=0/132,8-9=0/132,7-8=0/132,5-7=01132 WEBS 2-19=-388/289,3-19=-260/60,3-11=-262/60,4-11=-389/287 g.D PRO NOTES C34"-. O)NE PROF-6-x, 1)Unbalanced roof live loads have been considered for this design. �\ (G• F!J 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right cc, fir �y exposed;Lumber DOL=1.33 plate grip DOL=1.33. CC 1.1.•': E f 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard industry Ga. - End Details as applicable,or consult qualified building designer as per ANSIITPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. ,- l) , 6)Plates checked for a plus or minus 5 degree rotation about its center. -d 0./. ,,� 7)Gable studs spaced at 1-4-0 oc. 9.1 /- vis. R?� �� 8)A plate rating reduction of 20%has been applied for the green lumber members. C� � 9)Refer to girder(s)for truss to truss connections. F(? S.' \' • 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P11. I. Continued on page 2 EXPIRATION DATE:06/30/08 September 8,2006 '_ ',rex'h.,,e tern ,, di__a. 5 ____J _ _ En-_\- .�,.____.d A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MIL7473 RESORB USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabely of design paromenters and proper incorporation of component is responsbilily of building designer-not tans designer.Bracing shown / is for lateral support of indvidual web members only.Additional temporary bracing to insure stability during construction is the responsibiilty of the erector.Addition:permanent bracing of the overall shuclure is the responsibility of the building designer.For general guidance regardingPONCA,O _ fabrication.quality control.storage.delivery,erection and bracing.consult ANSI/TPII QuaSly Criteria,058-89 and BCSI1 Building Component7777 Greenback Lane,Sule 109 • Safely Infwmatlon available from Truss Plate Institute.583 D'Onofrio Orion,Madison.WI 53719. Citrus Heights,CA,95810 Job Truss Truss Type Qty Ply Coral common --- - --11 R22698865 606082708 T11 GABLE 1 1 I Job Reference(optional) Trus-Way Inc-,Vancouver,WA 98668.Tony rebel 6.200 s Jul 13 2005 MITek Industries,Inc.Thu Sep 07 1024:21 2008 Page 2 NOTES 11)This truss does not indude any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard ® WARNING verify design parameters and READ NOTES ON THIS AND D(CWADED MITER REFERENCE PAGE MH 7473 BEFORE USE. wit Design void for use only wills Mnek connectors.this design is based only upon parameters shown and in for an individual bulding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek u for lateral support of individual web members only.Additional temporory bracing to insure stabBty during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responstaity of the building designer.For general guidance regarding POWER 712 PER M..: fabrication.quoity control,storage.delivery,erection and bracing.consult ANSI/1PN Qualify Crteria,056-89 and SCSI1 Beading Component 7777 Greenback lana,Sulo 109 Safely Information available horn Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. Carus Heights.CA,956t0 Job Truss Truss Type Qtyy PI Coral Common 1422698866 /306082708 T12 COMMON 4 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobet 6.200 s Ju113 2005 MiTek Industries,Inc.Thu Sep 07 1024:21 2006 Page t I 0-8.15 I 13-0-0 f 19.3-1 I 26-0-0 127-4-0 I 6-9-15 6-3-1 6-3-1 6-8-15 1-4-0 5x6= Scale=1:53.3 3 7.00 FIT x4\ 2x4// 2 4 M1 Allkt 5 1 H e4 o SAO- 9 8 7 3x10= 3x4= 3x8= 3x4= I 8-9-15 I 17-2-1 I 26-0-U____... I 5-9-15 8-4-1 8-9-15 Plate Offsets(X,Y): [1:0-10-3,0-0-151[5:0-10-3,0-0-15] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.11 1-9 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.25 1-9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.04 5 ria n/0- BCDL 10.0 Code IRC20031TP12002 (Matrix) Weight:113 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-7-15 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStdG REACTIONS (lb/size) 1=1077/Mechanical,5=1183/0-5-8 Max Horz1=50(load case 3) Max Uplift1=294(load case 3),5=-391(102d case 3) FORCES (ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1702/493,2-3=-1518/528,3-4=-1491/512,4-5=1693/476,5-6=0/43 BOT CHORD 1-9=-280/1404,8-9=-56/928,7-8=-56/928,5-7=259/1367 WEBS 2-9=-404/287,3-9=-180/627,3-7=-153/586,4-7=-375/270 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf:BCDL=6.0psf;Category II;Exp B:enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. , 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��1,G FFA, - standard ANSIlTPI 1. °� GINE- c$'j 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building �, ' ‹.-.. OZ designer shall verify that this parameter fits with the intended use of this component. ��/ ' -q LOAD CASEIS)Standard 168/ N A • REG ,°J -57 Tv $E) °,�' R S.-C\� EXPIRATION DATE:06!30108 September 8,2006 Al WARNING-Verify design parameters and READ NOTES ON TRW AND INCLUDED MITER REFERENCE PAGE AUT-7473 BEFORE USE. bill Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for an individual building component. Appliicabiity of design paramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mire is for lateral support of indMduai web members only.Additional temporary bracing to insure stability during construction is the responsib88N of the erector.Adcitional permanent bracing of the overall structure is the responsbtity of the building designer.For general guidance regording eeWra:o fabrication.quality control.storage.delivery.erection and bracing,consult ANSI/TNI Quelty Criteria,085-89 and BCSI1 Bonding Component 7777 Greenback lane.Suite 109 Safety Information available from Truss Plate Institute.583 D-Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type 4ty Ply Coral Common 622698867 806082708 113 COMMON 3 1 Job Reference(optional) Trus-Way Inc..Vancouver.WA 98688.Torry Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu 809 07 10:24.22 2006 Page 1 I 6-8-15 I 13-0-0 113-81) 6-8-15 6-3-1 0-8-0 4x4= Scale=1:49.9 4x6 II 3 4 7.00171-2— 2x4 II 2 ': ir ,1 d I 1 t 4x6= 6 5 3x5= 3x4 I I I 6-8-15 I 13-8-0 I 6-8-15 6-11-1 Plate Offsets(X,V): [1:0-0-0,0-0-1],[4:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.08 1-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.12 1-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:68 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G'Except* WEBS 1 Row at midpt 4-5 4-52X4DFND.18BtrG REACTIONS (ib/size) 1=565/Mechanical,5=56510-5-8 Max Horz1=329(load case 3) Max Upliftl=-76(load case 3),5=-255(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-764/46,2-3=-797/270,3-4=-287/164,4-5=494/284 BOT CHORD 1-6=-276/579.5-6=-22/44 WEBS 2-6=-494/394,3-6=-400/842 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. E� P R Q fi 6)Refer to girder(s)for truss to truss connections. F•o 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced �'\ .G(NE vJ/ standard ANSI /TPI 1. ,,....„,.2^/\" ‘ 3 �� 0 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection, The building 4c,. y designer shall verify that this parameter fits with the intended use of this component 1;. 9oP: s- LOAD CASE(S)Standard 'tri, -9<,41 $ R 2� r<i -F3 S-1. N" EXPIRATION DATE:06/30/08 j September 8,2006 ® WARNING-Verify design paramatera and READ NOTES ON TRIS AND INCLDDED MITER REFERENCE PAGE NII-7473 BEFORE DBE, +z Design valid for use only with MiTek connectors.This design is bored only upon parameters shows.and is for an individual budding component. NS Applicablty of design paramenters and proper incorporation of component is responstbdity of building designer-not Buss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stabdtly during construction is the responsibilliity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (*DIVER TO PERFORM- fabrication.quafty control,storage,delivery,erection and bracing,consult ANSI/TPil Quality Criteria.039-89 and BCSII Building Component 7777 Greenback lane,Suite 109 Solely Information evadable from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 s r Job Truss - fuss Type Ory Ply Coral Common ",, 822698868 806082708 T14 KINGPOST 1 1 Job Reference(optional) _._ Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc Thu Sep 07 1024:22 2006 Page 1 I -1-4-0 I 5-2-0 I 10-4-0 i 11-8-0 i s 1-4-0 5-2-0 5-2-0 1-4-0 Scale=1:23.1 4x6- 3 I.7.00 ,2 2 — — _ — rsi 5 x4 6 4 \ 3x4— 3x4= I 5-2-0 I 10-4-0 5-2-0 -2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-6 >999 360 MT20 220/195 • TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.09 Horz(TL) 0.00 4 n/a n/a • BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 50 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-9 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=515/0-5-8,4=515/0-5-8 Max Uplif12=226(load case 3),4=-226(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2.3=521/133,3-4=-521/133,4-5=0/43 BOT CHORD 2-6=0/378,4-6=0/378 WEBS 3-6=0/225 • NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 5 degree rotation about its center. • 7)Gable studs spaced at 1-4-0 oc. �Ep PR OFA 8)A plate rating reduction of 20%has been applied for the green lumber members. J 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced �Cj , G I NE .� 10 standard ANSI/TPI 1. �`7 J �fi 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building 1 _r O 9 designer shall verify that this parameter fits with the intended use of this component. 63,1 LOAD CASES)Standard f�/ A J',-'. •N ' \c' R . `EXPIRATION DATE:06/30/08 j September 8,2006 a.. ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7411.7473 BEFORE USE. Design void for use only with Amick connectors.This designs based only upon parameters shown.and is for an irdtuiduot building component Appliicabitty of design paramenters and proper incorporation of components responsibility of building designer-not truss designer.Bracing shown I 0 e k is for lateral support of'individual web members only.Additional temporary bracing to insure stability dung construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsbility of the building designer.For general guidance regarding - fabrication.quality control storage,delivery,erection and bracing.consult ANSI/TPli Quality Criteria,930-89 and BCSII Building Component . 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.W153719. Citrus Heights,CA.95610 1. Truss Truss Type City Ply Coral Common'Tom R22698869 B06082708 116 COMMON 2 5 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2006 MiTek Industries,Inc.Thu Sep 07 10:24:22 2006 Page 1 -1-4-0 I 5-2-0 -I _ 10-4-0 I 11-8-0 I 1-4-0 5-2-0 5-2-0 1-4-0 Scale=1:23.5 4x6= 3 7.00 ,2 \ I a I .i 2 4 I 1 4 kr. 5 Io z 6 — 3x4= 2,44 11 3x4= I 5-2-0 I 10-4-0 I 5-2-0 5-2-0 . LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Weft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI20D2 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=515/0-5-8,4=515/0-5-8 Max Uplifl2=226(load case 3),4=-226(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-5211133,3-4=-521/133,4-5=0/43 BOT CHORD 2-6=0/378,4-6=0/378 WEBS 3-6=0/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18f1;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any lime dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. . cj) P R Op firs LOAD CASE(S)Standard \C ,,.,c,,\G(N !a `'z- 1..9. '5._ -o ORE,:•>..; �0> EXPIRATION DATE:06/30/08 September 8,2006 AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE SW 7473 SE➢ORE USEIII Design vaFd for use only with Mitch connectors.This design is based only upon parameters shown and is for an individual building component. Applicability of design porarnenters ono proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown gg is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the gTe erector.Addtional permanent bracing of the overall structure is the responsbirify of the building designer.For general guidance regarding POWER n,5.11-13,1.5: fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/1PI7 Quality Criteria,D5B-89 and BCSII Budding Component 7777 Greenback Lane,Suite 109 Safety bstormalion available from Truss Plate Institute.583 D'Onofeo Drive.Madison.WI 53719. Cows Heights,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. ���_ ( (Drawings not to scale) 11,41646. Apply plates to both sides of truss I. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,Is always required. See BCSII. 01 „ 2. Truss bracing must be designed by an engineer.For -/16" 1 2 3 wide truss spacing,individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator 4111111V-70111 bracing should be considered. 3. Never exceed the design loading shown and never ■� p 4 O stack materials on inadequately braced trusses, 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O designer,erection supervisor,property owner and all other interested arties. plates 0-'ns'from outside O Ai . p edge of truss. P6a cs•a O 5. Cut members to bear tightly against each other. r BOTTOM CHORDS 6. Place plates on each face of truss at each ......., This symbol indicates the joint and embed fully.Knots and wane at joint required direction of slots in 8 7 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 'Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. The first dimension is thelate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured p NUMBERS/LETTERS. 10.Camber is a non-structural consideration and is the perpendicular responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,it no ceiling Is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports)occur, Icons vary but ©2006 MiTek®Ail Rights Reserved approval of an engineer. *1111.11111111111 MEMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. fill arca 18.Use of green or treated lumber may pose unacceptable n—. environmental,health or performance risks.Consult with protect engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19MiTek .Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSII: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI/TPI I Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 - 4. A CEDAR RIDGE HOMES JOB # Coral Common QUOTE#B06082710 Unit B-C (280)152447 I( )215-7 MSC-2279 `° CUSTOMER QUOTE CEDAR RIDGE HOMES Cedar Ridge F JOB NAME: Coral Common PLAN: Unit B-C • 1905 SW 257TH AVENUE I ELEV: MSC-2279 s • TROUTDALE,OR 97060 i Portland,OR z N SALES REP:Steve Ryder F T : Lot/BIk/Sub / o r OVERHANG INFO LAYOUT o CONTACT: FRAMER: y END CUT PLUMB QUOTE • RETURN CUTTING / / / / PHONE: PHONE: LOADING: 25.0,7.0,0.0,10.0 HEEL o0-04-00 GOOF TRUSSES ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) PROFILE QTY PITCH TYPE I BASE I0/A LUMBER' OVERHANG CANTILEVER STUB PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT GABLE 'j1la"-'- 1 7.00 0.00 T01 14-00-00 14-00-00 2 X 4 2 X 4 01-04-00 01-04-00 1 COMMON 2 Ply 7.00 0.00 102 14-00-00 14-00-00 2 X 4 2 X 8 if111111iilhi._ CAL HIP 1 7.00 0.00 T03 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON 5 7.00 0.00 104 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 " ilk CAL HIP 1 7.00 0.00 TO4A 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 GABLE ..1llI1ll1, 1 7.00 0.00 105 18-00-00 18-00-00 2 X 4 2 X 4 01-04-00 COMMON 7 7.00 0.00 T06 18-00-00 18-00-00 2 X 4 2 X 4 01-04-00 011111111'h', CAL HIP 1 7.00 0.00 T07 22-08-00 22-08-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON 5 7.00 0.00 108 22-08-00 22-08-00 2 X 4,2 X 4,01-04-00 01-04-00 CAL HIP 1 7.00 0.00 T08A 22-08-00 22-08-00 2 X 4 2 X 4 01-04-00 01-04-00 GABLE ..ii611!!‘i... 1 7.00 0.00 T10 22-08-00 ,, 22-08-00 2 X 4 2 X 4 01-04-00 01-04-00 IIIIIIIIIIIiik_ CAL HIP 1 7.00 0.00 T11 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON 3 7.00 0.00 T12 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 CAL HIP 1 7.00 0.00 T12A 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 LA COMMON 3 7.00 0.00 T13 13-08-00 13-08-00 2 X 4 2 X 4 CAL HIP 1 7.00 0.00 T14 10-04-00 10-04-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON 2 7.00 0.00 T15 10-04-00 10-04-00 2 X 4 2 X 4 01-04-00 01-04-00 TEMS QTY ITEM TYPE SIZE NOTES f I LENGTH FT-IN-16 I PART NUMBER 25 Bird Blocks 2x4 Solid Blocks 25 Bird Blocks 2x4 Vented Blocks _ 50 Hurricane Ties H2.5T Hurricane Tie(s) 10 Hangers-Simpson HUS26 Simpson J 1~ Via.. A ` IAN 1. `‘ NV --Fyoi; 2 L t' D MOO ONIVON VANCOUVER .�. ,,8 r. , - (.553) 5_ .,5 i C.r p,' .__. _ '". ��.:. . - .., .J1 �:� r?�i?l �' .r�_v�a✓s..Fia__ 1?3� � �7�'" �.,._ ��� .. L�.- .... .. � � ,,._tiY 5082710 DATE09/12/06 PAGE 1 Trus-Way,Inc.operates as a Material Supplier,not a Subcontractor.The truss list above is not guaranteed to complete your job.Purchaser oust verify quantities,dimensions,pitch,overhang and other specifications. !� Price is subject to change if order is not delivered within 30 days of above date.T _ MpeeTIEe.nitIt- ue accounts will be charged 1%%per month interest(18%per annum)plus any I. ble IS N *i homey fees and the cost of filing a construction lien. Repairs or alterations to trusses on jobsite without prior authorization from Trus-Way,Inc.will not be recognized nor°back-charges"as a sult thereof. Customer assumes responsibility for unreasonable access or exit at jobsite,and agrees to pay for Tow Truck if necessary. Trus-Way,Inc.is not responsible for mud on streets or damage to underground systems,driveways or curbs.Additional crane time over nd above reasonable time to deliver will be charged at$120 per hour. ccepted By: Date: w Customer Customer Address 1 CustomerAdds 2 Roof B. Elevation C Scale:1' : 118" Date 12/28/2006 240 26+0 244 FtnelAtE GI : OVrR4 TRUSSES _ 1to� "i[CALM TRI8SEt _ � III rN: I ' .. r ril 1 r A_m :rri, _ } iimmur I: . 1=x..1 EMI MiTek POWER TO PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B06082710 Fax 916/676-1909 Coral Common The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal:R22699767 thru R22699783 My license renewal date for the state of Oregon is June 30,2008. hc, 0GiN�FR /Q� 16890PE <' 4 OREGON °' o /11 � � \ 1 EXPIRA.,ON D, 730/08 September 8,2006 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI-1995 Sec.2. • Job Truss Truss Type Qty Ply Coral Common R22699767 806082710 T01 GABLE 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:17 2006 Page 1 -1-4-0 7-0-0 i 14-0-0 15-4-0 1-4-0 7-0-0 7-0-0 1-4-0 Scale=1:30.6 3x6= 7 6 IPA8 9 I,i 7.00 12 5 4 10 3,441111111111111111 1111111116, 11 2 w ---- R R w 12 J r r r r ■S r r r r 1 I' •••.•__M,14..14:•!•!•:•:4.444 ..-.•..'M4•M ...•_.•. ._..�e❖.❖.•.e:t;❖.•o.•.❖.•.•:❖.❖.❖.•...•_•.❖.❖.•.e❖...❖ee.❖.•.e 3x4= 3x4= 3x6= 14-0-0 1 14-0-0 Plate Offsets(X,Y): [7:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 0.12 Vert(LL) -0.01 13 nlr 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 13 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 7=67/14-0-0,12=197/14-0-0,19=74/14-0-0,20=119/14-0-0,21=101/14-0-0,22=149/14-0-0,17=74/14-0-0, 16=119/14-0-0,15=101/14-0-0,14=149/14-0-0,2=197/14-0-0 Max Uplift12=-136(load case 3),19=-20(load case 3),20=54(load case 3),21=-65(load case 3),22=-32(load case 3), 17=-20(load case 3),16=-54(load case 3),15=-65(load case 3),14=-32(load case 3),2=-136(load case 3) Max Grav7=111(load case 3),12=198(load case 5),19=80(load case 4),20=119(load case 4),21=101(load case 1), 22=149(load case 4),17=80(load case 5),16=119(Ioad case 5),15=101(load case 1),14=149(load case 5), 2=198(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-42/35,3-4=-25/52,4-5=-20/92,5-6=-24/134,6-7=-8/155,7-8=81155,8-9=-24/134,9-10=-20/92, 10-11=-25/52,11-12=-42/35,12-13=0/42 BOT CHORD 2-22=-1/89,21-22=-1/89,20-21=-1/89,19-20=-1/89,18-19=-1/89,17-18=-1/89,16-17=-1/89,15-16=-1/89,14-15=-1/89, 12-14=-1/89 WEBS 6-19=54/35,5-20=-92/73,4-21=-76/67,3-22=-116/79,8-17=-54/35,9-16=-92/73,10-15=-76/67,11-14=116/79 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right 40 P R Ore exposed;Lumber DOL=1.33 plate grip DOL=1.33. `-0t G( � t$'/ 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable tiN €l� O� End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 16:•it" 5)All plates are 2x4 MT20 unless otherwise indicated. • 6)Plates checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. c 9)A plate rating reduction of 20%has been applied for the green lumber members. CC\'Q 0 P 0 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ���' $ R {?x 1 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building `��'1'/; S 'SIN designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard EXPIRATION DATE:06/30/08 September 8,2006 - Neasimmoultaw - ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 5I1-7473 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsbility of building designer-not truss designer.Bracing shown i®' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the buildng designer.For general guidance regarding IfiVeLlf 19 _ fabrication.qualify control.storage.delivery.erection and bracing,consult ANSI/TP11 Quality Criteria,DS6-89 and 8CSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available horn Truss Plate Institute.583(IC/natio Drive.Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Coral Common R22699768 B06082710 T02 COMMON 1 2 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jut 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:18 2006 Page 1 3-8-15I 7-0-0 l 10-3-1 i 14-0-0 3-8-15 3-3-1 3-3-1 3-8-15 456 II Scale=1:29.0 3 al i♦ 7.00 12 3x6-- 3x6-: 4 2 r )40 II MUM 11 51 .41111114111 I loodimmiimm rSP' TN ►M 8 7 6 I 5xe 3x6 II 9x14 MT18H= 3x6 11 5x8 3-8-15l 7-0-0 I 10-3-1 I 14-0-0 3-8-15 3-3-1 3-3-1 3-8-15 Plate Offsets(X,V): [1:0-4-6,0-2-8],[5:0-4-6,0-2-8],[7:0-7-0,0-6-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Inc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.05 7 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.08 7-8 >999 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:163 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD. Sheathed or 5-10-12 oc purlins. BOT CHORD 2 X 8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X 4 DF Std G REACTIONS (lb/size) 1=3916/0-5-8,5=3916/0-5-8 Max Uplift1=1142(load case 3),5=-1142(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-5694/1665,2-3=-4105/1249,3-4=-4105/1249,4-5=-5694/1665 BOT CHORD 1-8=-1386/4880,7-8=-1386/4880,6-7=-1386/4880,5-6=-1386/4880 WEBS 2-8=-373/1472,2-7=-1619/523,3-7=-1117/3827,4-7=-1619/523,4-6=-373/1472 NOTES 1)2-ply truss to be connected together with 0.131"x3"Nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right Q R OP exposed;Lumber DOL=1.33 plate grip DOL=1.33. �, . E- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^'� ..,\GI NE ($'/O 6)All plates are MT20 plates unless otherwise indicated. 7)Plates checked for a plus or minus 5 degree rotation about its center. -Gr P..,ii fa 8)A plate rating reduction of 20%has been applied for the green lumber members. 1-.• E 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10)Girder carries tie-in span(s):26-0-0 from 0-0-0 to 14-0-0 . f/ . 11)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building . / Offs designer shall verify that this parameter fits with the intended use of this component. ' 0 re. �� LOAD CASE(S) Standard <' 'B Bek„AC, S. v. Continued on page 2 EXPIRATION DATE:06130108 September 8,2006 a WARNING-Verify design parameters and READ NOTES ON TNfS AND INCLUDED MITES REFERENCE PAGE MI17473 BEFORE USE. Design valid valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an indtwdual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Pow.70 Penrose: fabrication,quality control,storage.deltvery.erection and bracing.consult ANSI/IP11 Quality CrIeria.DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.Wt 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Coral Common R22699768 1306082710 T02 COMMON 1 2 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:18 2006 Page 2 LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-3=64,3-5=-64,1-5=514(F=-494) ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M 7473 BEFORE USE. BiEl Design valid for use only With Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rawrR.o vaeraar.,- fobrication.quality control,storage.delivery,erection and bracing.consult ANSI/1911 Quality Criteria,OSB-89 and BCSII Beading Component 7777 Greenback Lane.Suite 109 Safety Information avafable from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply Coral Common R22699769 606082710 T03 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56.18 2006 Page 1 I -1-4-0 ( 8-7-4 I 17-4-12 I 26-0-0 i 27-4-0 1-4-0 8-7-4 8-9-8 8-7-4 1-4-0 Scale:114"=1' 4x4= 4x4= 17 9 7 8 4H 11 1 14 15 ,1®318 `J„ 5 T;O :22s223s24:7. 36 35 34 33 32 31 3x6= 8-7-4 I 17-4-12 I 26-0-0 I 8-7-4 8-9-8 8-7-4 Plate Offsets(X,Y): [8:0-1-15,0-1-12],[16:0-1-15,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 24 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 24 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 23 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:160 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):8-16. OTHERS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=219/26-0-0,30=113/26-0-0,31=112/26-0-0,32=112/26-0-0,34=112/26-0-0,35=112/26-0-0,36=113/26-0-0, 37=110/26-0-0,38=111/26-0-0,39=120/26-0-0,40=73/26-0-0,41=210/26-0-0,29=110/26-0-0,28=111/26-0-0, 27=120/26-0-0,26=70/26-0-0,25=217/26-0-0,23=221/26-0-0 Max Uplift2=-118(load case 3),30=-41(load case 3),31=-41(Ioad case 3),32=-35(load case 3),34=-35(load case 3), 35-42(Ioad case 3),36=-39(load case 3),38=-50(load case 3),39=-50(load case 3),40=-52(load case 3), 41=-60(load case 3),28=-48(load case 3),27=-51(load case 3),26=-51(load case 3),25=-64(load case 3), 23=-119(load case 3) Max Grav2=219(Ioad case 1),30=114(load case 5),31=114(load case 4),32=112(load case 1),34=112(load case 5), 35=115(load case 5),36=114(Ioad case 4),37=111(load case 4),38=111(load case 1),39=120(load case 1), 40=73(load case 4),41=210(load case 4),29=111(load case 5),28=111(load case 5),27=120(load case 1), 26=70(load case 5),25=217(load case 5),23=221(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-63/37,3-4=45/42,4-5=-31/75,5-6=34/116,6-7=-33/155,7-8=-32/160,8-9=-12/0,8-42=-10/184, 10-42=-16/183,10-11=-10/180,11-12=-10/180,12-13=-10/180,13-14=-10/180,14-15=-10/180,15-43=-16/183, 16-43=-10/184,16-17=-1210,16-18=-32/161,18-19=-33/156,19-20=-34/119,20-21=-31/77,21-22=-46/45,22-23=-64/39, 23-24=0/42 OF BOT CHORD 2-41=0/114,40-41=0/114,39-40=0/114,38-39=0/114,37-38=0/114,36-37=0/114,35-36=0/114,34-35=0/114,33-34=0/114, ti4 0 -- WEBS 15-30=-87/57 14-31=8857,03-32=85/51,12-34=185/58290/188/58,10-36=87/55,7-37=-84/8,638=85/65325=0/114 38/85/65,25=0/114�_'�t 6NGI E,, c5'/0 5-39=-90/70,440=-59/54,3-41=-155/105,18-29=-84/7,19-28=-85/63,20-27=-90/71,21-26=-57/52,22-25=-160/108 44„, -9 •ct- 1.:9 S.-,. c NOTES 1)Unbalanced roof live loads have been considered for this design. ` 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=42psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right If exposed;Lumber DOL=1.33 plate grip DOL=1.33. n /; F. a� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gabl- 'G ORE , End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. .4 ` „/�a 2u 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F/� S.-0 Nr N� 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Plates checked for a plus or minus 5 degree rotation about its center. Continued on page 2 EXPIRATION DATE:06/30/08 } September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR--7473 BEFORE USE, El Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabtity during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Powe.--Prnropm. fabrication.quafity control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA.95610 Job Truss Truss Type City Ply Coral Common R22699769 B06082710 T03 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 10:56:18 2006 Page 2 NOTES 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 13)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PaNsn+o Pceroe...- fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPl1 Quality Criteria,DS8-89 and SCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Oty Ply Coral Common R22699770 B06082710 704 COMMON 6 1 Job Reference(optional) Trus-Way Inc..Vancouver,WA 98668.Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:19 2006 Page 1 1-1-4-0 i 6-8-15 I 13-0-0 I 19-3-1 I 26-0-0 127-4-0 I 1-4-0 6-8-15 6-3-1 6-3-1 6-8-15 1-4-0 5x6= Scale=1:54.1 4 7.00 12 2111111\66...... 3 5 rf N 2 6 N 1 3x10= 10 9 8 3x10= 3x4= 3x6= 3x4= I 8-9-15 I 17-2-1 I 26-0-0 8-9-15 8-4-1 8-9-15 Plate Offsets(X,Y): [2:0-10-3,0-0-151,[6:0-10-3,0-0-151 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -0.10 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.23 2-10 >999 180 BCLL 0.0 Rep Stress Ina- YES WB 0.26 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:115 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-9-7 oc purlins. BOT CHORD 2 X 4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=1173/0-5-8,6=1173/0-5-8 Max Uplift2=386(load case 3),6=-386(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-1675/466,3-4=1473/502,4-5=-1473/502,5-6=-1675/466,6-7=0/43 BOT CHORD 2-10=250/1351,9-10=-47/911,8-9=-47/911,6-8=-250/1351 WEBS 3-10=-375/269,4-10=-1541587,4-8=-154/587,5-8=-375/269 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. ,� 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building „, - OFF designer shall verify that this parameter fits with the intended use of this component. '\,. GIS, � ts-i N � LOAD CASE(S) Standard � A.40P� vt- r If llr Si 03 -o t,.Efedi N �0) 4 �. : 2 � MRs1 EXPIRATION DATE:06/30/08 September 8,2006 __ t e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Ifili Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PPWCR to Penn.., fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,D56-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95810 Y Job Truss Truss Type Qty Ply Coral Common R22699771 1306082710 TO4A CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6200 s Jul 13 2005 MiTek Industries.Inc.Thu Sep 07 10:56:19 2006 Page 1 1-1-4-0 1 4-5-8 1 8-7-4 9-0-F 13-0-0 1 16-11-9 171-4-12 21-6-8 I 26-0-0 1 27-4-0 1 1-4-0 4-5-8 4-1-12 0-5-3 3-11-9 3-11-9 0-5-3 4-1-12 4-5-8 1-4-0 Scale:114"=1 5 8 4x8= = 3x4= 4x8 4/15 6 16\ 7.00 F1T 2x4 x4�i 9 • 3 v 10 2it r s ]o �:_ _f 5x6= 14 13 12 5x6= 3x8= 3x6= 3x8= 8-7.4I 17-4-12 1 26-0-0 I 8-7-4 8-9-8 8-7-4 Plate Offsets(X,Y): [2:0-1-8,Edge],[4:0-3-14,0-1-13],[7:0-3-14,0-1-13],[10:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) 0.09 12-14 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.18 2-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-10-13 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(5-9-0 max.):4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. REACTIONS (Ib/size) 2=1205/0.5-8,10=1205/0-5-8 Max Uplift2=686(load case 3),10=686(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-1775/1038,3-4=-1573/1037,4-5=-80/0,4-15=1317/1179,6-15=1317/1179,6-16=1317/1179, 7-16=-1317/1179,7-8=-80/0,7-9=-1573/1037,9-10=-1775/1038,10-11=0/43 BOT CHORD 2-14=-754/1467,13-14=-864/1430,12-13=-864/1430,10-12=754/1467 WEBS 3-14=-177/44,4-14=-86/411,6-14=-312/228,6-12=-312/228,7-12=-86/411,9-12=-177/44 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=left;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. P R 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.1 t1 and R802.10.2 and referenced ,._W) OFFS standard ANSUfPI 1. 5-` NG N c$'/O 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1Od nails. G� 9)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building (. / -7 designer shall verify that this parameter fds with the intended use of this component. ‘,C--- 1 6 S�ifr1" C LOAD CASE(S) Standard / 9" rA S 1" EXPIRATION DATE:06/30/08 September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USEMI Design valid for use only with MiTek connectors.This design is based only upon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsrbilly of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Pewee TO PEero.r..: fabrication,quality control.storage.delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSIt Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 R - ' Job Truss Truss TypeQty Ply Coral Common R22699772 806082710 T05 GABLE 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MTek Industries.Inc.Thu Sep 07 10:56:20 2006 Page 1 I -1-4-0 1 9-0-0 I 18-0-0 I 1-4-0 9-0-0 9-0-0 3x6= Scale=437.6 8 7 �� y i. 10 6 7.00 12 IR 5 11 r 4 12 J V 3 13 J 14 `� 2 N r. II ii. . 7 C 0 11 Y Y Y Y N♦it d it t% Y 1 i 1 ••••i♦i♦••••••iii••••iii•i•••••••�••••••iii♦♦♦i•i4.••�•••♦♦i••�♦i♦i••••••••♦•••:••�♦�♦�♦♦••••�•�••• 3x4- •25 24••• ••23 ••22♦ ••• •21 •20 •49• ♦♦• 18♦• •17.41. • ••••♦• ♦♦o♦15•♦♦4.• •••• ♦•••• 3x4=- 3x6 3x6= . I 18-0-0 I 18-0-0 Plate Offsets(X,Y): [8:0-3-0,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Inc: NO WB 0.05 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code 1RC2003/TP12002 (Matrix) Weight:97 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 8=74/18-0-0,14=102/18-0-0,2=213/18-0-0,21=70/18-0-0,22=115/18-0.0,23=120/18-0.0,24=71/10.0-0, 25=213/18-0-0,19=71/18-0-0,18=114/18-0-0,17=125/18-0-0,16=49/18-0-0,15=258/18-0-0 Max Horz2=50(load case 3) Max Uplift14=5(load case 3),2=-114(load case 3),21=15(load case 3),22=-55(load case 3),23=-49(load case 3), 24=-52(load case 3),25=-62(load case 3),19=-15(Ioad case 3),18=-54(load case 3),17=55(toad case 3), 16=-23(toad case 3),15=-116(load case 3) Max Grav8=122(load case 3),14=103(load case 5),2=214(load case 4),21=78(load case 4),22=116(load case 4), 23=120(load case 1),24=71(load case 4),25=213(load case 1),19=78(load case 5),18=115(load case 5), 17=125(load case 1),16=49(load case 5),15=258(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=51/47,3-4=-33/36,4-5=-19/68,5-6=-21/109,6-7=-24/149,7-8=-6/168,8-9=-7/168,0.10=-24/149, 10-11=-22/109,11-12=-19/67,12-13=-37/41,13-14=-45/53 BOT CHORD 2-25=-0/71,24-25=-0/71,23-24=-0/71,22-23=-0/71,21-22=-0/71,20-21=-0/71,19-20=0/71,18-19=-0/71,17-18=-0/71, 16-17=-0171,15-16=-0/71,14-15=-0/71 WEBS 7-21=-51/31,6-22=-90/70,5-23=-90/69,4-24=-58/53,3-25=-157/107,9-19=-51/31,10-18=-90/70,11-17=-91/71, 12-16=-49/42,13-15=-177/131 NOTES `,(- PR- 1)Unbalanced roof live loads have been considered for this design. NGJ G[ '' 0. !t 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right (r. 2 V exposed;Lumber DOL=1.33 plate grip DOL=1.33. a- 16e• r 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Ga. /f End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. !f.. 5)All plates are 2x4 MT20 unless otherwise indicated. ! M 6)Plates checked for a plus or minus 5 degree rotation about its center. * ORE O off°} 7)Gable requires continuous bottom chord bearing. A z' 8)Gable studs spaced at 1-4-0 oc. -5/ 44. EIS 2N ((i 9)A plate rating reduction of 20%has been applied for the green lumber members. LCR s -��- 10)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced Conti snued otandardn pANage 2SIPI 1. /T EXPIRATION DATE:06130/08 September 8,2006 a - A WARNING-Verify design parameters and READ NOTES ON TIM AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. NE' Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing show is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the n ek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding awcn+a vrerase.- fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TP11 Quolty Criteria,DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Infoanalion available from Truss Plate Institute.583 D'Onofria Drive,Madison.WI 53719. Citrus Heights,CA,95610 -. Job frees TausTypoOly Ply Coral Common 623670375 006001710 705 CSN 7 1 Job Refsionee(oplions6 Tnn•Way Ina,Vlencousar,.WA 08688 ___ 6600 a Ono 142006 MITik tndwinos,We.Thu 0442512:0666 2006 P*ps I i -1-Mo1.._ 4445 ( $ao I 944 ..� 1360..-.....�...:. i 1-64 4646 . 444 44-1 44-15 44 I1 Sada=1:37.6 4 t Zips 2m1Il �r4a a 6 a 0. 2 i). 1 ,4r ul i f1 3-i i l Ittt= . 9 16 i 11 7 am= 3a4= aha= art= 1 a-1-36 I 11-16-ri _ - 11-30.... i *4-15 646.1 6-615 PisOftat QC,YI...[0-3-10-1-61,0 -3-1,0-1.81 LOADING(pag SPACING 2.0-0 061 OEFL in (1-c} Wad tAt PLATS GRA TOLL 26.0 Plates increase 1.15 TO 0.15 VWIgt.L)) -0.03 2.9 3-999 380 6lT20 22W195 TOOL 7.0 Lumber Increase 1.15 BG 0.25 Ver1(Tt.) -0.08 8-7 a989 160 BOLL 0.0 Rep%rem Mot YES 1MB 0.19 tbrz(TL) 0.02 8 ora era RCM t04 Code 50C2003InP1 ( (Matrix) Weight 79lb LUMBER BRACE - . - TOP CHORD 2 x4 HF I o ldetr G TOP a Sheathed or 8-0.0 oc mane- HOT CHORD 2x4 DE No.1&Bes G BOT CHORD Rigid Ging direcik app8ed or 10-0-0 ac**dna. WEBS 2x4OEStd G REACTIONS ) LG S), 10.5.8 tAr.R S.Tl Maxmax UpAfitt=-173(LO3).3.-274(LO3) CCS D V itS�7j) �• "NV ., 4• FORCES (b)-Maclean! Tension AY 4. �0 TOP CHORD 1-2=4/43,2-3a.11741255,3-4.4034/281,4S=-1049/299..5-5-1173P172 vt 3 k ' i- tiOT CHORD 29=.146/937.9.10=-331650.0-10=-331850.6-11=-33!950,7-11.-331850,6-70-1851055 WEBS 3.9=-238/177.4-986,4-7=-88/434.5-7+-2501194 Cr NOTES "� �,p, 30496 4 1)Unbalancedroof live bars have been considered for is design. Gr%, fiISTFRk' ,qac 2)Wind:ASCE 7.02'110mph;h--18*TCAL=4.2pst 13013L-8.OpeP Category It Exp 0 eta 0.0 Exieder(2);cantilever-left and tight S Cs afroosed;Lumber pOL.4.33 plate g4p DO1.'t.33. S[ONAL Y 3)50.8tbAC eoN load pieced on the bottom chord.90.4 from left end,supported el two paints.4.0.0 aper!. 4)This Iron has been designed fora 10.0 pal bottom chord live load norinandarentwi with any other he loads. 5)Plates dmdred fora plus or minus 6 degree rotation its center. EXPIRES: $ 01 t}1( 8)A plate ratbfg reduction of 20%has been eppeed 1-r the green lumber members. 7)This truss Is designed In accordance wrlh the 2003 inkmatfortal Residential Coda seam*R602.11.1 and R502.10.2 and referenced P R QF standard ANSETPi 1. 6)tianger(s)or ether connection device(s)sly be provided sufficient to support gated Nags)25 lb doom el 7.041,and 25 lb down -ts.,1 M �1S�f at 11-0-0 on bottom chord.The . of such connection devices)H the reaponeNGty of open. \cJ LkU e)This roue doe*not include aay Vere depend de rmatton for long arm loaatg(creep)In the total load deflection.The bulidkng �' 2A designer shall verify that ors parameter Ms with the intended use of this component. Q 16;,-(11'E -t" LOAD CASE(S)Standard +J ' .t1� . OR '• 10,�0) [ EXPIRATION DATE:06/30108 ] December 28,2006 da♦w45mm,.Vow trig.r.. pammettnesetaarrrlietrsamraretaerecerereorrenRarsgnenenaea*merea agreesusc mina evott10r1Nary4lfirM7rkconrw4ias trde4pnktwredor,�aparao+arereters#ernvnana3lwarrlld4*dbuiseucwnpah�er A afJexio item uralapertrcnrpagnIslydantahanpeea ubowaJ pdariyner-n�warl0 nor arnpaitar,a�a. �e hh= supporta.=I web members only.Additional tempaarytxacttp brown stability dS7tYipcnawcson*ihenespatu at ma MuTek erector Additional permanent banana at insovami*octant Is 1herevemiskaty of 44/bat.002010000eer.Far general guidance rejerang rebeww Maness• raneiccsa,LWOW COMO,Sibrang.r5-iveey.imam and��Cantoll ANSVIMH Olede.eat47and 6C7r1 Yr6GbMptereeM miove(*MclsnaSuita109 Safely ketannanoa ovolabbrmmTowsPldaesis,1a583 COON WOW.CA.66efa TO rasa --...Trhsa TyeQty Ply 'Coral Coffman- ...�-,.-... 823879376 O00092710 T06 GOW OH 0 • 1 Trus-Way lee,Vancouver,MW 58805 6.543 s Deo 14 2008 OITA kduatrka loot lam Dec 2$1200.60 2000 Paps 1 1-140 1.. 5.10-18 1 1140 1 1044F 22.84 191-00 1 144 8.1418 Nil 86.1 54045 1.4.0 Re= Sadie 1/4•.1' 4 74 o r 244\� 31 ?5-e h a s 44_: 10 11 a 12 a 4e. m1= 5-6= ire 1 74-101 14414 t 344 1 7410 74.12. 74-10 Phli ts_fAn C W A'0,1 ,04141 l-0AONrfd(p5) EPACIMG 2-0-0 CSI DEM I4 (hoc) Yddl lid PLATES GRIP TOLL 25.0 Plates loznease 1.15 TC 0.26 V.d(LL) -0.00 2-10 >999 360 11T20 220/195 TOOL 7.0 Lumber lames= 1.15 DC 0.30 Vad(TL) -0.13 110 >9119 160 BOLL 0.0 Rep Stress bar YES WB 024 Hou�(TL) 0.03 0 Ma Ma 0001. 10.0 Coda IRC2003RPI2002 (Malik) Weigh 100 lb LUBBER HRACEit TOP CHORD 2 x 4 OF Pis 1 fair G TOP CHORD Sheathed or 5-2-4oe0111101. BOT CHORD 2x4OFNe.lIBirG BOT CHORD rigid weep directly implied a140-0ars brachig. MESS 2 x 4 DESid G REACTIONS (brsize) 2.105004-0.6.1061/05-6 S. S.T mix U�p1302--31t(LC 3).5.`•323(1.0 3) b, u04 FORCES(b)-l coria= Tension Is 4.•�A 4�)7r(�! TOP CHORD 1-2.0143.23 -15051346,34-1331/300.4.6.-338V376,S•0=-15001/246.9--74943 ,SC ' OM CHORD 2.10=-16211219,10-114!023,5-11=01023,9-12=0!023,11-12-0/023.61x-15W12011 '1.. °. WEBS 3-10--326/230.4-10•-1031541,4-0=49/530.5-E=3151232 } NOTES1 lo 1)unbalanced root Ore ads have been e9rhddesed tor We del*. �� ,Q 30496 iZ 2)Wbad:ASCE 7-0k 110tnptc h=1811 TCOL=4.2pet;000L.6.0pet Cerlsgory H;E xps tat endoeerk C-C Eletedor(2);owiReser tell and d9K • dna SCIS rt%� . reposed Lumber DOL=1.33 Mau gdp 00L=1.33. fiS - & 3)50.016 AC unit load placed on the Wienschord.11-4-0 from oleft end.supported at two pen*4-00 apart. S/nNAt,C 4)Ras/mess has been designed for a 10.0 pd bottom chord hi load nonce im.M MTh any other fire loade. 5)Plates checked for.phis or minus 5 degree region abed els center. 6)A plate raring reduction of 20%has been applied for the green lens=members. I EXPIRES:ob•01-0x 1 7)TMs tams is deemed In accordance 0 b he 2003 irderna#aul RakleM.f Cods MICAS R502.11.1 and 8802.102 and referenced standard ANSitTP11. 6)Hsnge(e)cc ether connection 40,4100)shall be presided sufficient to supped concentrated load(*)25 lb down at 9-4-0,sad 25 lb down Q,c)PR©FE at 13-4-0 on bosom chord. The destgalselec5on o/such corwsdbn desk:06)b the responsibity d others. 't(: e�s 9)This buss does not include any One dependant dekxrrstbn for long team baling(cusp)b 0e total toed deflection.Th.building <� )NGINes •/0 s.- designer shall varllythat gas pawe.etartia Wok the Wended use MIN,component. Q 15,•• E -31 LOAD CASES)standardir Pi "9‹ FR$�,��� EXPIRATION DATE:06/30/08 December 28,2008 p WAle.din..Iraqi,4.rp,,--o.4--u.,r5baara77 UNTIae.dr07>feW1.e ,laralfaCa awaa.9,1474351005018. III ' , Deeps*did totoe only%An/.fletcmrwe10a.1nkdwynwband oraftem PoreanwenSavo.andMot ontidhiduy1w 0cw.pawwht Adlpppptsc,ddbbapfyy til data and pe0p.,Inoxpxoa0n0r 0aerponardknyonibliOorbheulltriirv�p deepen/-not bnhdesrpnar.Boxing shown k kbr6leralmo of�ne web members ori.Adebrq 1ahlpamel bloat,b inure sliobalSS an ansa cion k evrenson 11 lr or 5-r 'w�, eraerxdonfdaoedPaml.stn en kiade aye oravol median cod era beerdnb 77/7 asaanbet l.oa.6Wa for 5ilm eo m alien ova/obit from defray.Ind*4c. 3 T meta I eneAl t Omar .astse.re.l f'.Ming M�Oa.N Sdnlr Wloru..dew 0wiobha from Tne..PloM erfMdO.ala RdlYM tike.)-wt 1N SJ71A cowa,sa,CA.105w - Job Truss Truss Type Qty Ply Coral Common R22699774 806082710 T07 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:21 2006 Page 1 1 -1-4-0 1 6-11-4 I 15-8-12 I 22-8-0 1 24-0-0 1 1-4-0 6-11-4 8-9-8 6-11-4 1-4-0 Scale=1:42.4 4x4= 4x4= 16 8 6 7 38 10 M11 1Z 131: 3 14 =15 17 7.00 12 18 5 18 19 4 at 20 A 3 4- 21 ,-', -4-%:❖: --w4.:•%.4.:❖;%... :❖:❖:•:3:g...4.4'r:.v•"•.4.4:�.;.--- 22Io 3x4-........•::37•:A..._36 ..35. 34.._ 33 322.:.... 31 30 29:•:. 28 27 26 25 •••24 23.1. •'•3x4= 3x6= I 6-11-4 I 15-8-12 I 22-8-0 I 6-11-4 8-9-8 6-11-4 Plate Offsets(X,V): [7:0-1-15,0-1-12],[15:0-1-15,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 22 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 22 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:127 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc puffins(6-0-0 max.):7-15. OTHERS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=212/22-8-0,34=109/22-8-0,35=117/22-8-0,36=86/22-8-0,37=184/22-8-0,33=114/22-8-0,32=112/22-8-0, 31=112/22-8-0,29=112/22-8-0,28=112/22-8-0,27=114/22-8-0,26=109/22-8-0,25=117/22-8-0,24=89/22-8-0, 23=177/22-8-0,21=210/22-8-0 Max Uplift2=126(load case 3),34=-4(load case 3),35=-46(load case 3),36=-58(load case 3),37=-47(load case 3), 33=-45(load case 3),32=-40(load case 3),31=-35(load case 3),29=-35(load case 3),28=-40(load case 3), 27=-43(Ioad case 3),26=-5(load case 3),25=-47(load case 3),24=59(Ioad case 3),23=-43(load case 3), 21 -i 26(toad case 3) Max Grav2=212(load case 1),34=110(load case 4),35=117(load case 1),36=86(load case 1),37=184(load case 4), 33=114(load case 4),32=114(load case 5),31=112(load case 1),29=112(Ioad case 1),28=114(load case 4), 27=114(load case 5),26=110(load case 5),25=117(load case 1),24=89(load case 1),23=177(load case 5), 21=210(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-59/33,3-4=-41/50,4-5=31/87,5-6=-33/125,6-7=-32/136,7-8=-12/0,7-38=-10/157,9-38=-15/157, 9-10=-10/153,10-11=10/153,11-12=-10/153,12-13=-10/153,13-14=-10/153,14-39=-15/157,15-39=-10/157,15-16=-12/0, 15-17=-32/135,17-18=-33/124,18-19=-32/84,19-20=-40/48,20-21=-58/31,21-22=0/42 BOT CHORD 2-37=0/98,36-37=0/98,35-36=0/98,34-35=0/98,33-34=0/98,32-33=0/98,31-32=0/98,30-31=0/98,29-30=0/98,28-29=0/98Q P 8,21-23=0/98 WEBS 6-3427-?84/199,5-35=-88/66,4-36=26 36-67/60,37=-0138/2,9-33=-87/61,/ 10-32-87/56,11-31=-85/51,12-29=-85/51, "�-�� X615' 13-28=-88/56,14-27=-87/60,17-26=-84/20,18-25=-88/67,19-24=-69/61,20-23=-134/89 5 ,‘,1G[N��9 /0 NOTES CC 16Z• .< E c-- 1)Unbalanced roof live loads have been considered for this design. ,. / •• 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. p 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gab- �� End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. ''4j OP ,AN ,, 4)Provide adequate drainage to prevent water ponding. .fir , 8 E R`l\ !G 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 6)All plates are 2x4 MT20 unless otherwise indicated. v ER S.I.i \ 7)Plates checked for a plus or minus 5 degree rotation about its center. 8)Gable requires continuous bottom chord bearing. Continued on page 2 1 EXPIRATION DATE:06/30/08 September 8,2006 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. NEE Design valid for use only with MiTek connectors-This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to imure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsbility of the building designer.For general guidance regarding POWER 7e Pceroer.,- fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/TPI1 QuaBiy Crterio.DSB-89 and BCSil Building Component 7777 Greenback Lane,Suite 109 Safely information avatable from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 • Job Truss Truss Type Qty Ply Coral Common R22699774 606082710 T07 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 10:56:21 2006 Page 2 NOTES 9)Gable studs spaced at 1-4-0 oc. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w!2-10d nails. 13)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ® WARNING-Verify design parameters and READ NOTES ON TEM AND LYCLUDED MITER REFERENCE PAGE 8111.7473 BEFORE USE. MM Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �` Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown Mire S\' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWeR TO PERFORM: fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PIN Qualify Criteria,DSB-89 and BCSII BuildIng Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 ,Job Truss Truss Type Qty Ply Coral Common R22699775 606082710 TO8 COMMON 6 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:21 2006 Page 1 1-1-4-0 1 5-10-15 I 11-4-0 I 16-9-1 I 22-8-0 124-0-0 I 1-4-0 5-10-15 5-5-1 5-5-1 5-10-15 1-4-0 Scale:1/4"'1' 5x6= 4 ti. 7.00 12 2x4\\ 2x4// 3 5 1:161111111111111111.6._ 6 2 ....didai31 fill y El [d 4x6= 10 9 8 4x6= 3x4= 3x6= 3x4= 7-8-10 I 14-11-6 I 22-8-0 7-8-10 7-2-12 7-8-10 Plate Offsets(X,Y): 12:0-0-0,0-0-11[6:Edge,0-0-1] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.06 2-10 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.14 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:100 lb LUMBER BRACING TOP CHORD 2 X 4 DF No,1&Btr G TOP CHORD Sheathed or 5-3-5 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=1031/0-4-0,6=1036/0-5-8 Max Uplift2=344(load case 3),6=-348(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-1456/401,3-4=1279/432,4-5=-1272/430,5-6=-1448/398,6-7=0/43 BOT CHORD 2-10=-206/1174,9-10=-31/792,8-9=-31/792,6-8=-203/1163 WEBS 3-10=-328/233,4-10=-132/511,4-8=128/500,5-8=-319/230 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard does 1. �0 P R t?pe�5' 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. `C'� ��G I N cS/,-, LOAD CASE(S) Standard 1-4 9 Q 16OPE 1' A N OR i• .og -57 fi'R 5 -r\DC7 EXPIRATION DATE:06130/08 September 8,2006 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. NE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual budding component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillly of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding POWER m PERFORM:- fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TP11 Quality Criteria.DSB-89 and BCSIT BYBdIng Component 7777 Greenback Lane,Suite 109 Safety Intormallon available from Truss Plate Institute.583 D'Onotrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 w ' Job Truss Truss Type thy Ply Coral Common R22699776 906082710 TO8A CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobet 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:22 2006 Page 1 I -1-4-0 I 3-7-8 I 6-11-4 71-4-7 11-4-0 I 15-3-9 11-8-12 19-0-8 I 22-8-0 124-0-0 I 1-4-0 3-7-8 3-3-12 0-5-3 3-11-9 3-11-9 0-5-3 3-3-12 3-7-8 1-4-0 Scale=1:42.4 5 8 4x8= 3x4= 4x8= q 15 6 16 l5 D71 7.00 12 e 2x4 2x4 i 9 3 m v 10 2 ••-_, s M a fFrPat 1`! of o 4x6= 14 13 12 4x6= 3x8= 3x6= 3x8= I 6-11-4 I 15-8-12 I 22-8-0 I 6-11-4 8-9-8 6-11-4 Plate Offsets(XX): [2:0-0-3,Edge],[4:0-3-14,0-1-13],[7:0-3-14,0-1-13],[10:0-0-3,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.10 12-14 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.21 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:112 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-3-14 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. REACTIONS (Ib/size) 2=1065/0-5-8,10=1065/0-5-8 Max Uplift2=648(load case 3),10=-648(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-1553/939,3-4=-1412/978,4-5=-80/0,4-15=-1198/1133,6-15=-1198/1133,6-16=-1198/1133, 7-16=-1198/1133,7-8=-80/0,7-9=-1412/978,9-10=-1553/939,10-11=0/43 BOT CHORD 2-14=-673/1262,13-14=-895/1343,12-13=-895/1343,10-12=-673/1262 WEBS 3-14=-76/44,4-14=-441360,6-14=-316/249,6-12=-316/249,7-12=-44/360,9-12=-76/44 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��O - R Q1;e standard ANSI/TPI 1. ��� NG INE6'6-:j ,. + Job Truss Truss Type tits Ply Coral Common R22699777 606082710 T10 GABLE 1 1 Job Reference(optional) Tws-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:22 2006 Page 1 -1-4.0I 5-10-15 I 11-4-0 I 16-9-1 I 22-8-0 124-0-0 I 1-4-0 5-10-15 5-5-1 5-5-1 5-10-15 1-4-0 Scale:1I4"=1' 5x6-7-- 4 4 PI ri..... l' '/ a ry ( i , yl 2 -@ a o [i I4j Ii Ii 0 l ii -B. 6 7 Ia ! ••❖•• •♦• ••••♦••♦ •••--• 3x10= 12 11 10 9 8 3x10= 3x4= 3x6= 3x4= I 7-8-10 I 14-11-6 I 22-8-0 7-8-10 7-2-12 7-8-10 Plate Offsets(XX): [2:0-10-3,0-0-15),[6:0-10-3,0-0-15],[28:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.06 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.12 6-8 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:166 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-4-6 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DFStd G OTHERS 2 X 4 DF Std G REACTIONS (lb/size) 2=888/5-1-8,11=92/5-1-8,12=71/5-1-8,6=1018/0-5-8 Max Uplift2=342(load case 3),6=-352(load case 3) Max Grav2=888(load case 1),11=105(load case 2),12=84(load case 2),6=1018(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-1369/419,3-4=11891449,4-5=-1244/437,5-6=-1420/405,6-7=0/43 BOT CHORD 2-12=-225/1098,11-12=-225/1098,10-11=-225/1098,9-10=-37/759,8-9=-37/759,6-8=209/1139 WEBS 3-10=-326/244,4-10=-1481429,4-8=-127/514,5-8=-318/230 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1-2002. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. <cQ, D OFEs 6)Plates checked for a plus or minus 5 degree rotation about its center. Cy{(�] c LSj 7)Gable studs spaced at 1-4-0 oc. C` . �� &,5} 0 1 8)A plate rating reduction of 20%has been applied for the green lumber members. <4 q 9)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4 1•$9*.. r standard ANSI/TPI 1. f 10)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. . , LOAD CASE(S) Standard ,0 - c73 O�ORE r,. f �° -57 MSR s.-04 EXPIRATION DATE:06/30/08 September 8,2006 WARNING-Vert&design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USEMI Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilityMiTek of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rawca+n.seI,a,..,.- fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Cdteda,DSB-84 and BCSII BuBding Component 7777 Greenback Lane,Suite 109 Safety Informalon avalabie from Truss Plate Institute,583 D'Onofrio Drive.Madison-WI 53719. , Citrus Heights,CA,95610 .. Job Truss Truss Type Cty IPiy Coral Common R22699778 806082710 T11 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:23 2006 Page 1 I-1-4-0 I 8-7-4 I 17-4-12 I 26-0-0 127-4-0 I 1-4-0 8-7-4 8-9-8 8-7-4 1-4-0 Scale:1/4"=1' 4x4= 4x4= 17 9 7 8 48 X11 �1 Si 14rzi 15 ,1@3 18 19 7_001 6 5 ^, - 20 21 4 22 0 '� 3 23 1.1 J . 24I3 .-...•.-.-.•.-.-.-.-.-.-.-.-.-.-.-.: :::❖:❖: :❖:::❖:❖:❖:❖:❖:❖❖•:❖:❖:•:.❖:❖:❖:❖:❖❖:❖:s❖❖:❖:❖:❖:❖:❖❖:❖❖:•:.❖:❖:❖:❖❖:•:❖:•;;::❖: 3x4••-••••• ••••41••••♦♦40•♦•••39♦••••38:♦•••37• •36 •••3b••♦•34•33 32•• ••31 ••30♦•♦•29••♦• 28 27 26 25 3x4= 3x6= 8-7-4i 17-4-12 l 26-0-0I I 8-7-4 8-9-8 8-7-4 Plate Offsets(X,Y): [2:0-0-0,0-0-0],[3:0-0-0,0-0-0],[4:0-0-0,0-0-0],[5:0-0-0,0-0-0],[6:0-0-0,0-0-0],[7:0-0-0,0-0-0],[8:0-1-15,0-1-12],[10:0-0-0,0-0-0],[11:0-0-0,0-0-0],[12:0-0-0,0-0-0], [13:0-0-0,0-0-0],[14:0-0-0,0-0-0],[15:0-0-0,0-0-0],[16:0-1-15,0-1-12],[18:0-0-0,0-0-0],[19:0-0-0,0-0-0],[20:0-0-0,0-0-0],[21:0-0-0,0-0-0],[22:0-0-0,0-0-0], [23:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 24 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 24 n/r 90 BCLL 0.0 Rep Stress Inc: NO WB 0.04 Horz(TL) 0.00 23 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:160 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):8-16. OTHERS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=219/26-0-0,30=113/26-0-0,31=112/26-0-0,32=112/26-0-0,34=112/26-0-0,35=112/26-0-0,36=113/26-0-0, 37=110/26-0-0,38=111/26-0-0,39=120/26-0-0,40=73/26-0-0,41=210/26-0-0,29=110/26-0-0,28=111/26-0-0, 27=120/26-0-0,26=70/26-0-0,25=217/26-0-0,23=221/26-0-0 Max Uplift2=118(load case 3),30=-41(load case 3),31=-41(load case 3),32=-35(load case 3),34=35(load case 3), 35=-42(load case 3),36=-39(load case 3),38=-50(load case 3),39=-50(load case 3),40=-52(load case 3), 41=-60(load case 3),28=-48(load case 3),27=-51(load case 3),26=-51(load case 3),25=-64(load case 3), 23=-119(load case 3) Max Grav2=219(Ioad case 1),30=114(load case 5),31=114(load case 4),32=112(load case 1),34=112(load case 5), 35=115(load case 5),36=114(load case 4),37=111(load case 4),38=111(load case 1),39=120(load case 1), 40=73(load case 4),41=210(load case 4),29=111(load case 5),28=111(Ioad case 5),27=120(load case 1), 26=70(load case 5),25=217(load case 5),23=221(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42,2-3=-63/37,3-4=-45/42,4-5=-31/75,5-6-34/116,6-7=-33/155,7-8=-32/160,8-9=-12/0,8-42=-10/184, 10-42=-16/183,10-11=-10/180,11-12=-10/180,12-13=-10/180,13-14=-10/180,14-15=-10/180,15-43=-16/183, 16-43=-10/184,16-17=-12/0,16-18=-32/161,18-19=-33/156,19-20=-34/119,20-21=-31/77,21-22=-46/45,22-23=-64/39, { .'0 PR Qp . 23-24=0/42 ....Cb‘' G[N Ewe / BOT CHORD 2-41=0/114,40-41=0/114,39-40=0/114,38-39=0/114,37-38=0/114,36-37=0/114,35-36=0/114,34-35=0/114,33-34=0/114 L �N 1_ 32-33=0/114,31-32=0/114,30-31=0/114,29-30=0/114,28-29=0/114,27-28=0/114,26-27=0/114,25-26=0/114,23-25=0/1 WEBS 15-30=-87!57,14-31=-88/57,13-32=-85/51,12-34=-85/51,11-35=-88/58,10-36=-87/55,7-37=8418,6-38=-85/65, 167.'?', 9� 5-39=-90/70,4-40=-59/54,3-41=-155/105,18-29=-84/7,19-28=-85/63,20-27-90/71,21-26=-57/52,22-25=-160/108 7 • NOTES `f co 1)Unbalanced roof live loads have been considered for this design. ' 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right '��,O,- ,I N >, rc. � exposed;lumber DOL=1-33 plate grip DOL=1.33. Lt ,BER 2\ 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable , C.j End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. F/-? s (\' 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 [ EXPIRATION DATE: 06/30/08 i September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Mil- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibllty of the T erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER TO PERFORM: fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/T911 Quality Criteria,058-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Coral Common R22699778 806082710 T11 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MTek Industries,Inc.Thu Sep 07 10:56:23 2006 Page 2 NOTES 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Plates checked for a plus or minus 5 degree rotation about its center. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 13)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S)Standard ® WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shovm,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabdriy during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PORE.TO PERFORM: - fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Citted°,DSB-89 end BCSi1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 ti Job Truss Truss Type Zlty Ply Coral Common R22699779 806082710 T12 COMMON 4 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:23 2006 Page 1 1 6-8-15 I 13-0-0 I 19-3-1 i 26-0-0 127-4-0 1 6-8-15 6-3-1 6-3-1 6-8-15 1-4-0 5x6= Scale=1:53.3 3 PI 7.00 rlf 2x4\\ e11111'\)11002:1111111111441111111111111111 a 2 4 r 1 5 N i - , a 1-€1 — 7446 [d 3x10= 9 8 7 3x10= 3x4= 3x6= 3x4= I 8-9-15 I 17-2-1 I 26-0-0 I 8-9-15 8-4-1 8-9-15 Plate Offsets(X,Y): [1:0-10-3,0-0-15],[5:0-10-3,0-0-15] LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.11 1-9 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.25 1-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:113 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-7-15 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 1=1077/Mechanical,5=1183/0-5-8 Max Horz1=50(load case 3) Max Uplift1=294(load case 3),5=-391(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1702/493,2-3=-1518/528,3-4=1491/512,4-5=-1693/476,5-6=0/43 BOT CHORD 1-9=-280/1404,8-9=-56/928,7-8=-56/928,5-7=259/1367 WEBS 2-9=-404/287,3-9=-180/627,3-7=-153/586,4-7=-375/270 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=16ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,� ) P F Op6. "� standard ANSI/TPI 1. 5NG)(VEE 9 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building cp. designer shall verify that this parameter fits with the intended use of this component. 44.. /"' y l6.1, rc f LOAD CASE(S) Standard 03 -'9,/Lj�R s " `\-4 EXPIRATION DATE:06/30/08 j September 8,2006 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIf•7473 BEPORE USE- Design valid for use only with Mink connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ie is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POWER.r,.e.ran.,.- fabrication,quality control,storage.derrvery,erection and bracing,consult ANSI/TPII Qua81y Crierla,DSB-89 end BCSIT Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. Citrus Heights,CA,95610 It r + Job Truss Truss Type Oty Ply Coral Common R22699780 B06082710 712A CAL.HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:24 2006 Page 1 1-4-0 4-5-8 8-7-4 0- 13-0-0 16-11-9 17(¢1 I I 2 21-6-8 26-0-0 27-4-0 I- I I sf � I I 1-4-0 4-5-8 4-1-12 0-5-3 3-11-9 3-11-9 0-5-3 4-1-12 4-5-8 1-4-0 Scale:1/4"=1' 8 5 4x8= 354= 4x8= 4 15 6 D 16 7.0013 X n 2x4-,:-.-• 2x4.- 3 9 oi if, 10 N� 2 N .- inz NM 117 IN 1 I*+ ;11 �1 A CA, ci 5x6= 14 13 12 5x6— 3x8= 3x6= 3x8= 8-7-4I 17-4-12 I 26-0-0 I 8-7-4 8-9-8 8-7-4 Plate Offsets(XX): [2:0-1-8,Edge],[3:0-0-0,0-0-0],[4:0-4-2,Edge],[6:0-0-0,0-0-0],[7:0-4-2,Edge],[9:0-0-0,0-0-0],[10:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) 0.09 12-14 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.18 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight:129 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-10-13 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(5-9-0 max.):4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. REACTIONS (lb/size) 2=1205/0-5-8,10=1205/0-5-8 Max Uplift2=-686(load case 3),10=-686(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-1775/1038,3-4=1573/1037,4-5=80/0,4-15=1316/1179,6-15=1316/1179,6-16=-1316/1179, 7-16=-1316/1179,7-8=-80/0,7-9=-1573/1037,9-10=-1775/1038,10-11=0/43 BOT CHORD 2-14=-754/1466,13-14=864!1430,12-13=-864/1430,10-12=-754/1466 WEBS 3-14=-177/44,4-14=-86/411,6-14=-312/228,6-12=-312/228,7-12=86/411,9-12=-177/44 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.Opsf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. ri R 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced �,),0 Ore standard ANSI/TPI 1. 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. Ste? G[N �i5 f �2 9)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building Lr. y designer shall verify that this parameter fits with the intended use of this component. 4 .�:90P 1--- LOAD LOAD CASE(S) Standard -/- V. 05 .p pT:f Ec N -, E EXPIRATION DATE:06/30/08 September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON TEM AND INCLUDED BITER REFERENCE PAGE MIJ 7473 BEFORE USE. NI Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiltity of the i Tek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding rawcN s,•ssras.r: fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/TPII Quality Criteria,058-89 and BCSIT Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Citrus Heights,CA,95610 Ii• , Job Truss Truss Type Qty Ply Coral Common R22699781 806082710 713 COMMON 3 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6-200 s Jul 13 2005 Mitek Industries,Inc.Thu Sep 07 10:56:24 2006 Page 1 I 6-8-15 I 13-0-0 113-81 6-8-15 6-3-1 0-8-0 4x4= Scale=1:49.9 4x6 II 3 4 li 7.00 : 2x4 11 ellii( 12 I:- �' ,1 m IJ. n 1 ,,dgillIllggllIl JOa , 4x6= 6 5 3x5= 3x4 II I 6-8-15 I 13-8-0. I 6-6-15 6-11-1 Plate Offsets()C,Y): [1:0-0-0,0-0-11[4:0-3-0,Edge] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.08 1-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.12 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:68 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G*Except* WEBS 1 Row at midpt 4-5 4-5 2 X 4 DF No.1&Btr G REACTIONS (Ib/size) 1=565/Mechanical,5=565/0-5-8 Max Horz1=329(load case 3) Max Uplift1-76(load case 3),5=-255(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-764/46,2-3=-797/270,3-4=-287/164,4-5=-494/284 BOT CHORD 1-6=-276/579,5-6=-22/44 WEBS 2-6=-494/394,3-6=-400/842 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. co PR OF,F 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced �' ,C---;' GIN o c-, standard ANSUfPI 1. ( �‘ � > �� 8)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building 44.1 / y designer shall verify that this parameter fits with the intended use of this component. 16V. !" r LOAD CASE(S) Standard Of /.- 03 65 1‹. c'4ls R 2'' 4. /r7 R S A EXPIRATION DATE:06/30/08 September 8,2006 a WARNING-Verify design parametria and READ NOTES ON THIS AND INCLUDED MUTES REFERENCE PAGE M111-7473 BEFORE USE. Mg Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �� ' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding .awaa.o rceroR,..- fabrication.quality control.storage.delivery.erection and bracing,consult ANSI/7P11 Quality Galeria,095-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,583 D'Onofra Drive.Madison,WI 53719. Citrus HegMs,CA,95610 •A Job Truss Truss Type Qty Ply Coral Common R22699782 1306082710 T14 CAL HIP 1 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 MiTek Industries,Inc.Thu Sep 07 10:56:24 2006 Page 1 I -1-4-0 I 2-9-4 13-2-7 I 7-1-9 17-6-121 10.4-0 I 11-8-0 I 1-4-0 2-9-4 0-5-3 3-11-2 0-5-3 2-9-4 1-4-0 Scale=1:21.8 5x8= 6 5x8= 4 3 00t• 7.00171-2- 0 7 2 ..II = U — 10 8 1 11 10 9 3x5= 2x4 II 3x4= 2x4 I I 3x5= I 2-9-4 I 5-2-0 I 7-6-12 - I 10-4-0 I 2-9-4 2-4-12 2-4-12 2-9-4 Plate Offsets(X,Y): [2:0-5-11,0-0-7],[3:0-4-0,0-1-2],[5:0-4-0,0-1-2],[7:0-5-11,0-0-7] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) IIden Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) 0.01 10 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Hoiz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:46 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins,except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=519/0-5-8,7=519/0-5-8 Max Uplifl2=251(load case 3),7=-251(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-637/197,3-4=-3/0,3-5=568/203,5-6=-3/0,5-7=-637/197,7-8=0/43 BOT CHORD 2-11=-78/521,10-11=-85/519,9-10=-85/519,7-9=-78/521 WEBS 3-11=0/95,3-10=0/86,5-10=0/86,5-9=0/95 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCOL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Plates checked for a plus or minus 5 degree rotation about its center. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. e O P R OFFS 8)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. c'� NG]NEc$jO 9)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building c\ !� 9 , designer shall verify that this parameter fits with the intended use of this component. Q P 9 LOAD CASE(S) Standard � i it/ 03 ,Q4I: � ,E N \03. -v T. , ER `A.QRS. \ � EXPIRATION DATE:06/30/08 j September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MLI-7473 BEFORE USE. Big Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsB>ility of the erector.Additional permanent bracing of the overal structure is the responsibility of the bulding designer.For general guidance regarding rowce.n ICeraeH.- fabrication,quality control,storage,delivery.erection and bracing-consult ANS1/IP11 Quality Cdleda.DSB-89 and BCSII Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive.Madison,WI 53719. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Coral Common R22699783 806082710 T15 COMMON 2 1 Job Reference(optional) Trus-Way Inc.,Vancouver,WA 98668,Tony Tobel 6.200 s Jul 13 2005 Mick Industries,Inc.Thu Sep 07 10:56:25 2006 Page 1 -1-4-0 5-2-0 10-4-0 � 11-8-0 1-4-0 5-2-0 5-2-0 1-4-0 Scale=1:23.5 4x6= 3 7.00 ri2 4 2 N 13 6 5 1 ,4111/ 6 3x4= 2x4 II 354= 5-2-0 10-4-0 5-2-0 5-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 • . TC 0.18 Vert(LL) -0.01 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Ina: YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=515/0-5-8,4=515/0-5-8 Max Uplift2=226(load case 3),4=-226(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43,2-3=-521/133,3-4=-521/133,4-5=0/43 BOT CHORD 2-6=0/378,4-6=0/378 WEBS 3-6=0/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;110mph;h=18ft;TCDL=4.2psf;BCDL=6.0psf;Category II;Exp B;enclosed;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Plates checked for a plus or minus 5 degree rotation about its center. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)This truss does not include any time dependant deformation for long term loading(creep)in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. , r3 PR Q -- 05 LOAD CASE(S) Standard �5 NGI N4. /Q 9 T B <<„,� 4 R EXPIRATION DATE:06/30/08 1 September 8,2006 ® WARNING-Verify design parameters and READ NOTES ON THIS AM)INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. Design valid for use only with fATek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I J��� - is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �{ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding POW.,w.caroe».- fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component 7777 Greenback Lane,Suite 109 Safety Informalion available from Truss Plate Institute.583 D'Onofrio Drive.Madison.WI 53719. Citrus Heights,CA,95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury '��= Dimensions are in ft-in-sixteenths. I (Drawings not to scale) liik. Apply ully platesembed to bothteeth.sides of truss 1. Additional stability bracing for truss system,e.g. diagonal or x-bracing,g g,is always required. See BCSI1. � 1/16„ 2. Truss bracing must be designed by an engineer.For - 1 2 3 wide truss spacing,Individual lateral braces themselves TOP CHORDS may require bracing,or alternative T,I,or Eliminator =1011E bracing should be considered. I � O3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 11.11111.1118M111.11111.1.11111111111181M1.1.61111'1114.41114 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate plates 0 designer,erection supervisor,property owner and yruss., all other interested parties. s'from outside oed a of t ° g ~ c7-8 c6-7 C5-6 Or 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each --. This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted,moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 9. Unless expressly noted,this design Is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. The first dimension is thelate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT p 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS, responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that / Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, specified. by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER 3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Abh..11 Alk Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. AIIIIIIINF reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. bill MIMI a 18.Use of green or treated lumber may pose unacceptable 1.-=.41 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient, DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, MI 'elk 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM' ANSI/TPI 1 Quality Criteria. Ifs Installing&Bracing of Metal Plate -+ Connected Wood Trusses. Mitek Engineering Reference Sheet:MII.7473. J f