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Plans ySui,�as-oaso Date:4/18/16 �' ,a, To: Dan Nelson,City of Tigard t n 1 2016 From: Daryl Retzlaff i y ' , 4 `kr5[) RE: SDR2014-00002 Dan, When we met at your office,we went over a number of items that you wanted us to provide for your review.You asked us to provide two sets of engineered truss drawings for each building. Please find the requested truss drawings for your review.The engineered truss drawings have been reviewed and approved by my EOR and the layout page for each building has been stamped. I have included my contact information below if you have any comments or questions. Thank you, Daryl Retzlaff Evergreen Builders daryl@imwproperties.com (503)680-0045 6-ea kc-c-rkciA City of Tigard A. •ro ed Plans By We Date OFFICE COPY a t RECEIVED Accepted by EOR pp 9 Q n q forlle DLl(17psfavel ka, 'D�1 1 " �"f SL(25ps win , drag loa ` ' I1 ;r;r` ppm 2016-2 1 t s DiviROil 40-00-00 7-06-00 9-09-00 q o 9-09-00 7-06-00 1111101 IIIII uu 1.01 r W4�lo I ` L z �!�lo I < -00 ir4liorr �±�l I I I I I I I i I I !1 ����r+,Tiirol. �i�il�IJ �I�h low N.,,immiiiiiii:imimiiiiiisia --,--- \i.. I� Emil III__1 — Ir—MilIIII III_1- — — — — — — —. . - - - 1m111 11W_1 flIl IIIA 1III ' _11 4600#dgi 9 MI IF 0 . 1111111, _ 1i Li. 1 : ; III_1 111 . 0 IIIA -own IIIA 1_111 IIIA I_III ,... i'i,i a e.: . i- — IlEnra.lload -11-11 IIIA I_IIl IN 1m111 IIm11_ _1!!11 IIIA• .. �� "swim Ems L�I,�I_I�I_I_IAIll II�I rr_--m—•—-Tmir_IwwioT t----A— rq 1.00 2.01 ¢1 p��II�'r ■ � ��N_CMs3m �` - 1-Ori-00 � Mr IM � 1-0 I1 _00 lower roof trusses 0 0. .= 8-11-00 _ M 6-00-00 - 8-00-00 IN9 6-00-00 MN = = 0 0 A N TN cb 40-00-00 c'1 N N M Open -ended jack trusses with bottom chord longer than 2' use JUS24 hanger Client: Westerman-Greenburg Plan. G eenbueg Road Quule 4. Apartments I 6-DD4897 past L,110,xxrs'sa ITNEBYR gales: Dav Oro Order#: [???1 11550 SE Jennifer St Bre . Green�,ury OdU Lot: 1 Clackamas,OR 97015 Apartments-Ruilrling 1 (503)656-2983 (503)656-2647 , , Mit MiTekg MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 16-DD4897 Westerman-Greenburg The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Precision Roof Trusses,Inc. Pages or sheets covered by this seal: K1893255 thru K1893273 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. �RpPROFes 444 89782PE 40 y,� OREGON .., '9�, _4Ry A 21 <Z" Tit to-AUL �'`' / f r' ✓Vii Job • Truss Truss Type Qty Ply Westerman-Greenburg K1893255 16-DD4897 A01 GABLE 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:04 2016 Page 1 I D:xsSPKJ3EC2?LF6V 11rh5xUzezJg-n2IFSH65dIYu0_UVJuEPkyeBgOB?hQzuazStbtzRBHT 1-0_ 7-1-2 I 13-5-15 I 17-10-9 18 7 21-9-9 2211-7 26-6-1 I 32-10-14 40-0-0 1-0-0 7-1-2 6 4-13 4 4-10 0-3-14 3-7-2 0-�-14 4-4-10 6 4-13 7-1-2 5x7 i Scale=1:73.5 5x8 MT1.5x3 on each face of both ends of�un-plated 73 members O0 12 6 3x4 \\ 72 74 3x4 3x8 M18SHS i 5 8 / 3x8 M18SHS 9 2x3\\: 4 a4007 �+ 2x3 // 1111 IIIII ,...10 2713N 0 2 [ to ® n m ` 11 Iv dI1 ra' o O /_ 76 16 15 14 13 77 1�2 4x8 = 4x5= 4x8 = 4x5 = 4x8 = 6x8 = 4x5= 10-11-10I 17-9-0 17-1p- 9 22-1-7 I 29-0-6 29i-0 40-0-0 i I 10-11-10 6-9-6 0--9 4-2-15 6-10-14 . 0-1-10 10-10-0 Plate Offsets(X,Y)— 12:0-4-0,0-1-111,15:0-1-12,0-0-81,16:0-2-8,0-2-81,17:0-3-4,0-2-81,[11:0-1-6,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.07 16-69 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.31 16-69 >695 180 M18SHS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 11 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix-MR Weight:436 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 6-7:2x4 DF No.2 2-0-0 oc purlins(10-0-0 max.):6-7. BOT CHORD 2x8 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x6 DF No.2 G*Except* 10-0-0 oc bracing:2-16. 3-16,5-16,8-12,10-12,6-15,7-13,7-15,5-15,8-13:2X4 DF Std G WEBS 1 Row at midpt 8-12,6-15,7-15,5-15,8-13 OTHERS 2X4 DF Std G REACTIONS. All bearings 0-5-8 except(jt=length)11=Mechanical,12=0-3-8. (Ib)- Max Horz 2=-372(LC 6) Max Uplift All uplift 100 lb or less at joint(s)11 except 12=-446(LC 11), 15=-718(LC 10),2=-140(LC 10) Max Gray All reactions 250 lb or less at joint(s)except 11=637(LC 18),12=2259(LC 39),15=3883(LC 29),2=1151(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1470/315,3-5=-762/188,5-6=0/1159,6-7=0/874,7-8=0/657,8-10=-51/991, 10-11=-329/236 BOT CHORD 2-16=-200/1248,15-16=-315/407,13-15=-635/519,12-13=-468/396 WEBS 3-16=-1248/553,5-16=-153/1398,8-12=-983/276,10-12=-1087/520,6-15=-1012/176, 7-13=-69/301,7-15=-1127/184,5-15=-1859/546,8-13=-328/253 " NOTES-)Wind ASCE 7-10;Vult=12Omph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; < � � ()Fe,� � MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate �CO � I grip DOL=1.60 � 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �''44 89782 P E '1,, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. MN 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs , non-concurrent with other live loads. , �� ( � �., 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. �1 .Q Pi Y j tj �Q" 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r-A u L R1 10) A plate rating reduction of 20%has been applied for the green lumber members. 11) Refer to girder(s)for truss to truss connections. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb) EXPIRES: 1�� /201 12=446,15=718,2=140. 13,2016 6 13) Girder carries hip end with 0-0-0 right side setback,6-0-0 left side setback,and 6-0-0 end setback. April mantlinatinfrmhAnoin renrecentatinn dnec not depict the Sl7P nr the nrientatinn of the nurlin alnnn the ton and/nr hnttnm chord 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job A Truss Truss Type Qty Ply Westerman-Greenburg K1893255 16-DD4897 A01 GABLE 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:04 2016 Page 2 ID:xsSPKJ3EC2?LF6V 1 Irh5xUzezJg-n2jFSH65d IYuO_UVJuEPkye8gOB?hQzuaz5tbtzRBHT NOTES- 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)383 lb down and 164 lb up at 6-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 16) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-71=-64,6-71=-128,6-7=-128,7-11=-128,2-11=-40(F=-20) Concentrated Loads(Ib) Vert:71=-288 AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Corona,CA 92880 Job , Truss Truss Type Qty Ply Westerman-Greenburg K1893256 16-DD4897 A02 Roof Special 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:04 2016 Page 1 I D:xsSPKJ3EC2?LF6VI Irh5xUzezJg-n2jFSH65dIYuO_U VJuEPkyeD7O7nhPAuaz5tbtzRBHT 7-1-2 13-5-15l 20-0-0 26-6-1 32-10-14 I 40-0-0 7-1-2 6-4-13 6-6-1 6-6-1 6-4-13 7-1-2 5x8 M18SHS= Scale=1:77.5 7.00 12 5 i 4x9 \\ t4 15 3x4 • 3x6 4 6 7 3x6 i 2x3 O �� 2x3 // N /17000,44 ,48 2 1 9 vT ?9 Lra Ia 3x5 i t3 12 11 10 3x5 = o 3x9 I I 3x4= 2xg4 \\ 5x8 = 3x4 = 0 0 0 17-6-4 0-6-Ixp0 10-5-110 6-6-10 072112 11-3-6 100-111-110 Plate Offsets(X,Y)-- 11:0-2-8,0-1-8),11:0-0-6,0-10-11),14:0-2-4,0-0-121,111:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.27 1-13 >780 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.88 9-10 >301 180 M18SHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.05 9 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 Matrix-R Weight:210 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Std G 6-0-0 oc bracing:11-12. WEDGE WEBS 1 Rowatmidpt 5-11,6-11,4-12 Left:2x6 DF No.2-G REACTIONS. (lb/size) 1=685/0-5-8,12=1766/0-5-8,9=884/Mechanical Max Horz 1=-201(LC 8) Max Uplift 12=-8(LC 10),9=-19(LC 11) Max Gray 1=740(LC 14),12=1766(LC 1),9=952(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-981/29,2-4=-692/34,4-5=-293/117,5-6=-350/103,6-8=-1110/69,8-9=-1409/73 BOT CHORD 1-13=-88/779,12-13=-61/373,11-12=-726/135,10-11=0/700,9-10=0/1151 WEBS 2-13=-405/126,4-13=0/522,5-11=-348/23,4-11=0/1308,6-11=-836/112,6-10=0/578, 8-10=427/132,4-12=-1945/38 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. P R 4)All plates are MT20 plates unless otherwise indicated. ,\ Qk �fi�� y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GIN '6 / 6)A plate rating reduction of 20%has been applied for the green lumber members. t1� 7)Refer to girder(s)for truss to truss connections. Lt.r -j' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,9. 89782 P E C'"" /y. `,. MN -F OREGON �y'* 9 v4 AUL c EXPIRES: 12/31/2016 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing tY�f A'Telt' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'Telt' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job , Truss Truss Type Qty Ply Westerman-Greenburg K1893257 16-DD4897 A03 Roof Special 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:05 2016 Page 1 ID:xsSPKJ3EC2?LF6V11rh5xUzezJg-FFHdfd6jObgIe83htbleHAAK7oSaQwV1 odrQ7JzRBHS I 7-1-2 I 13-5-15 I 20-0-0 I 26-6-1 I 32-10-14 I 40-0-0 I 7-1-2 6-4-13 6-6-1 6-6-1 6-4-13 7-1-2 5x5 = Scale=1:73.7 5 ri 3x4 i 14 15 3x4 4 6 3x6 i 3x6 C, 7 d 7.00 12 3 0 ^� 2x3 // N 3x4 i 2 8 9 1 L'J, Iv 0 6 3x5= 13 12 11 10 3x6 = 3x4// 3x4= 5x8 = 3x4 = I28-122-1p-110 10-11-10 I 20-0-0 29-0-6 40-0-0 I 2-6-12 0-3-'14 8-1-0 9-0-6 9-0-6 10-11-10 Plate Offsets(X,Y)-- 11:0-5-2,0-0-61,f9:0-3-2,0-1-81,f11:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.30 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(TL) -0.99 9-10 >449 180 TCDL 7.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:204 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt 4-11,6-11,2-13 REACTIONS. (lb/size) 9=1554/Mechanical,13=1800/0-7-12 Max Horz 13=-201(LC 6) Max Uplift 9=-5(LC 11),13=-1(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-58/337,2-4=-1872/40,4-5=-1552/88,5-6=-1551/81,6-8=-2287/43,8-9=-2589/46 BOT CHORD 12-13=-69/1417,11-12=0/1504,10-11=0/1710,9-10=0/2168 WEBS 5-11=0/1032,4-11=-504/117,6-11=-821/115,6-10=0/553,8-10=-416/132, 2-13=-2235/72 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.11;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. PRoFe 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,13. Co.4, I ,(1 .44 �-7 ': - 8•782PE v." S. 1117 "4."-I OREGON �',. 'Ve-p 9RY '1 _ ,- PAUL EXPIRES: 12/31/2016 April 13,2016 MINIM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lot Design void for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 250 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job , Truss Truss Type Qty Ply Westerman-Greenburg KI893258 16-DD4897 A04 MOD.QUEEN 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:06 2016 Page 1 ID:xsSPKJ3EC2?LF6V1Irh5xUzezJg-jRr?sz7M9vocFHduQJHtgNjX0CoS9HvA1 HazgmzRBHR I 7-1-2 l 13-5-15 l 20-0-0 26-6-1 l 32-10-14 40-0-0 i 7-1-2 6.4-13 6-6-1 6-6-1 6-4-13 7-1-2 5x5 = Scale=1.73.7 5 7.0012 ri 3x4 14 15 3x4 46 3x6 i 1�' :)6 3 , 2x3// 3x4 i 2 9 1 mY ;; IY vI _ d 3x5 = 1O 3 12 11 10 3x5 3x4 // 3x4 = 5x8 = 3x4= I 4-0-0 10-11-10 l 20-0-0 l 29-0-6 40-0-0 4-0-0 6-11-10 9-0-6 9-0-6 10-11-10 Plate Offsets(X,Y)-- [9:0-2-8,0-1-8),[11:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.28 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.92 9-10 >464 180 TCDL 7.0 Rep Stress lncr YES WB 0.89 Horz(TL) 0.11 9 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix-R Weight:203 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Std G 6-0-0 oc bracing:1-13. WEBS 1 Row at midpt 4-12,4-11,6-11 REACTIONS. (lb/size) 13=1864/0-5-8,9=1477/0-5-8 Max Horz 13=201(LC 7) Max Uplift 13=-2(LC 10),9=-7(LC 11) Max Gray 13=1864(LC 1),9=1484(LC 15) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-39/482,2-4=-1498/42,4-5=-1403/92,5-6=-1411/81,6-8=-2129/47,8-9=-2414/50 BOT CHORD 1-13=-315/67,12-13=-66/904,11-12=0/1260,10-11=0/1595,9-10=0/2004 WEBS 2-12=0/484,4-11=-325/118,5-11=-2/882,6-11=-804/116,6-10=0/528,8-10=-386/130, 2-13=-2052/57 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)A plate rating reduction of 20%has been applied for the green lumber members. (0 R 0 Fe 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,9. , ( '- N /0 89782PE r` .... �t 7 OREGON c;•-• q pViSNI A U L EXPIRES: 12/31/2016 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing A T®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job ,. Truss Truss Type Qty Ply Westerman-Greenburg K1893259 16-DD4897 A05 Roof Special 2 1 • Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:06 2016 Page 1 ID:xsSPKJ3EC2?LF6V1Irh5xUzezJg-jRr?sz7M9vocFHduQJHtgNjZrCrj9NxA1 HazgmzRBHR 7-1-2i 13-5-15 1 20-0-0 26-6-1 32-10-14 40-0-0 7-1-2 6-4-13 6-6-1 6-6-1 6-4-13 7-1-2 5x8 M18SHS= Scale=1:76.2 I 5 3x414 15 3x4 4 6 3x6 i 3x6 c.) 3 7 d 7.00 12 3x4 i ' .4 2x3 // N � 8 9 1 n M :: 6 I. vI :' V. o o 10 3x5= 3x5= 13 12 11 2x3 // 3x4 = 5x8 = 3x4= 4-0-0 4-242 10-11-10 19-7-8 I 29-0-6 40-0-0 4-0-0 0-2-12 6-8-14 8-7-13 9-4-14 10-11-10 Plate Offsets(X,Y)-- 111:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.26 9-10 >915 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(TL) -0.84 9-10 >284 180 M18SHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 9 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight 203 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt 4-11,6-11,5-11 REACTIONS. (lb/size) 9=620/0-5-8,11=1925/0-7-12,13=796/0-5-8 Max Horz 13=201(LC 7) Max Uplift 9=-13(LC 11),13=-9(LC 10) Max Gray 9=671(LC 15),11=1925(LC 1),13=926(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-39/487,2-4=-343/96,4-5=0/483,5-6=0/507,6-8=-560/59,8-9=-853/61 BOT CHORD 1-13=-319/67,12-13=-169/254,9-10=0/670 WEBS 4-12=0/312,4-11=-569/116,6-11=-823/115,5-11=-803/0,6-10=0/552,8-10=-418/130, 2-13=-912/66 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r P�{�fi ' 6)A plate rating reduction of 20%has been applied for the green lumber members. c 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,13. 1G1 NQS' s/ :9782PE T'" � -'" NI y�, •REGON2cy'* -'� •l pY 16 ��' EXPIRES: 12/31/2016 April 13,2016 MOM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /L� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mr 1T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Truss Truss Type Qty Ply Westerman-Greenburg K1893260 16-DD4897 A06 Roof Special 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:07 2016 Page 1 I D:x5SPKJ3EC2?LF6V 1 Ir115xUzezJg-BdPN4J8_VDwTtRC4_0o6MbGk7c9oupQKGxKXCCzRBHQ I 7-1-2 13-5-15 I 20-0-0 I 26-6-1 I 32-10-14 I 40-0-0 41-0- 7-1-2 6-4-13 6-6-1 6-6-1 6-4-13 7-1-2 1-0 5x5 = Scale=1:78.1 5 4x8 \\16 17 3x4 6 4 3x6 * N 3x6 d 7.00 12 3x4 i 3`'�. ., 2x3 // 2 8 Allihl 1 910 c, mI.4. X 3x5= 15 14 13 12 11 3x5 = 2x3 // 3x4 = 2x3\\ 5x8 = 3x4 = 4-0-0 4-3112 10-11-10 I 17-11-0 I 29-0-6 40-0-0 4-0-0 0-2-12 6-8-14 6-11-11 11-1-0 10-11-10 Plate Offsets(X,Y)— [4:0-2-4,0-0-121,[9:0-0-2,Edge1,[12:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.25 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.81 9-11 >321 180 TCDL 7.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.04 9 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:216 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt 6-12,5-12,4-13 REACTIONS. (lb/size) 15=1007/0-5-8,9=1010/0-5-8,13=1402/0-7-12 Max Horz 15=-207(LC 8) Max Uplift 15=-4(LC 10),9=-31(LC 11) Max Gray 15=1084(LC 15),9=1062(LC 16),13=1402(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-42/480,2-4=-529/54,4-5=-406/115,5-6=-419/101,6-8=-1156/66,8-9=-1445/68 BOT CHORD 1-15=-314/70,14-15=-135/373,13-14=-69/363,12-13=-549/158,11-12=0/749, 9-11=0/1173 WEBS 4-12=0/1171,6-12=-823/111,6-11=0/557,8-11=-399/129,2-15=-1084/64, 4-13=-1476/43 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs , C PR Op s� non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �1Cj ‘AG I NE,�c /0 6)A plate rating reduction of 20%has been applied for the green lumber members. • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,9. �LGr * �� y E ' 't" , c- •REGON mss- ", 4/ 99 1` ,Q' frN PAUL 3 EXPIRES: 12/31/2016 April 13,2016 s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ieut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTTk° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crleria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job s Truss Truss Type Qty Ply Westerman-Greenburg K1893261 16-0D4897 A07 GABLE 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:10 2016 Page 1 ID:xsSPKJ3EC2?LF6V1Irh5xUzezJg-bC4WiKAsC8J1 kvxff8Lp_DuDkpBb5BimyvYBpXzRBHN 7-1-2I 13-5-15 I 20-0-0 I 26-6-1 I 32-10-14 I 40-0-0 4I1I-0-9 7-1-2 6-4-13 6-6-1 6-6-1 6-4-13 7-1-2 1-0-0 5x5= Scale=1:75.5 5 MT1.5x3 on each face of both ends of un-plated o_ members 3x4 i 62 63 3x4 3x8 M18SHS i 4 ..-11 :x87M18s 1 'rr 7.00 3CV \\ 3 a• .• 2x3 8 2 , / \ / 1 I 9 M 10 r) 11 i 71 Mir A:1 11 :-NIo 21 20 19 18 17 15 14 13 12 5x8 M18SHS = 5x8 M18SHS = 16 7x10 M18SHS= 4x4 = 4x4 = 10-11-10 16-1-4 20-0-0 29-0-6 40-0-0 10-11-10 I 5-1-10 I 3-10-12 I 9-0-6 10-11-10 Plate Offsets(X,Y)-- [1:0-1-7,Edgel,[9:0-1-7,Edgel,[12:0-5-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.09 9-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.31 9-11 >910 180 M18SHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:361 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 3-0-9 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt 4-16,6-12 OTHERS 2X4 DF Std G REACTIONS. All bearings 16-4-12 except(jt=length)9=0-5-8. (Ib)- Max Horz 1=-207(LC 8) Max Uplift All uplift 100 lb or less at joint(s)15,20,21 except 1=-2888(LC 24),16=-320(LC 26),9=-3083(LC 27),13=-264(LC 27),14=-284(LC 24) Max Gray All reactions 250 lb or less atjoint(s)13,15,17,18,19,20 except 1=2871(LC 27),16=1622(LC 1), 9=3818(LC 24),13=435(LC 24),14=268(LC 27),21=259(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5751/5842,2-4=-3399/3654,4-5=-2178/1794,5-6=-2520/2137,6-8=-4930/4022, 8-9=-6964/5951 BOT CHORD 1-21=-4901/4788,20-21=-4901/4788,19-20=-4901/4607,18-19=-3094/2981, 17-18=-1287/1174,16-17=-1538/1425,15-16=-2204/2239,14-15=-4011/4046, 13-14=-5931/5966,12-13=-5931/5966,11-12=-5449/6044,9-11=-5307/6159 WEBS 2-16=-390/137,416=-1433/313,5-12=-95/296,6-12=-835/111,4-12=-250/715, 6-11=0/561,8-11=-382/132 NOTES- exposed; ;~ � Wind:1) pc ? (3-second gust) CDP2II; N � MWFRS(envelope); ante err left nd xPosedend vertical left and LumberDOLt160 plate grip DOL=1.60 Co � / 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry C� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4atL4,r ' ' 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 ,, 8 782 P E t'" 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / non-concurrent with other live loads. • ,,,_,, , 6)All plates are MT20 plates unless otherwise indicated. , 7)Gable studs spaced at 2-0-0 oc. '9,,, OREGON Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1:9 el, 9)A plate rating reduction of 20%has been applied for the green lumber members. 7 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,20,21 except PA �il� (jt=lb)1=2888,16=320,9=3083,13=264,14=284. xr 11) This truss has been designed for a total seismic drag load of 280 plf with dead loads only.Lumber DOL=(1.60)Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 4-0-0 to 16-4-12 for 903.5 plf. EXPIRES: 12/31/2016 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Cade Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job • Truss Truss Type Qty Ply Westerman-Greenburg K1893262 16-DD4897 B01 COMMON STRUCTURAL GA 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:10 2016 Page 1 ID:xsSPKJ3EC2?LF6V1lrh5xUzezJg-bC4W1KAsC8J1kvxff8Lp_DuDOpFV5BFmyvYBpXzRBHN 1-0-0 8-0-0 I 16-0-0 117-0-0 I -1 0-0 I 8-0-0 8-0-0 1-0-0 6x6 // Scale:3/8"=1 3MT1.5x3 on each face of both ends of un-plated Amembers 7.00 12 26 25 el O 6 4 41 2 O O `, 5 Id 4 3x5i 3x5 7 2x3// 6 2x3 \\ 3-11-4 4r3-I 11-8-14 1200-12 16-0-0 I I 3-11-4 0-3-14 7-5-12 Plate Offsets(X,Y)— (2:0-2-8,0-1-81,[3:0-2-14,Edgel,[4:0-2-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.06 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.16 6-7 >595 180 TCDL 7.0 Rep Stress Incr YES WB 0.49 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:97 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. (lb/size) 7=736/0-7-12,6=736/0-7-12 Max Horz 7=-113(LC 8) Max Uplift 7=-195(LC 10),6=-195(LC 11) Max Gray 7=809(LC 17),6=809(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-194/696,3-4=-194/696 BOT CHORD 2-7=-463/268,4-6=-463/268 WEBS 3-7=-753/286,3-6=-753/286 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;partially; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 , CD PR OFe ,cS' 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live Iced of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �Co c�c`I N E' - /0 non concurrent with other live loads. C? ''O 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - ; 89782 PE r- 8)A plate rating reduction of 20%has been applied for the green lumber members. „_... 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) � , 7=195,6=195. f•� j ..., 4 OREGON �y”' PA U L EXPIRES: 12/31/2016 April 13,2016 1 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job • Truss Truss Type Qty Ply Westerman-Greenburg K1893263 16-DD4897 B02 Roof Special Girder 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:11 2016 Page 1 ID:xsSPKJ3EC2?LF6V 1Irh5xUzezJg-3OeuwgBUzRRuM3WrDs52XRQVgDWwgc3VBZIkLzzRBHM 1 -1-0-0 1 4-2-14 8-0-0 1 11-9-2 16-0-0 1-0-0 4-2-14 3-9-2 3-9-2 4-2-14 4x4= Scale:3/8"=1' 7.00 lii210 11 3x4 i 3x4 5 3 o .0 6 6 20 G Io 3x4 = 8 3x4 = 9 12 13 7 I 2x3 // 8x8= 2x3 \\ 3-0-12 3/4-110 8-0-0 12-7-6 12-111-4 16-0-0 3-0-12 0-'3-14 4-7-6 4-7-6 0-3-14 3-0-12 Plate Offsets(X,Y)-- 12:0-0-15,Edgel,f3:0-1-8,0-1-8),15:0-1-8,0-1-81,f6:0-0-15,Edgel,18:0-4-0,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.04 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.09 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix-R Weight:85 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Std G 6-0-0 oc bracing:2-9. REACTIONS. (lb/size) 9=2607/0-7-12,7=2492/0-7-12 Max Horz 9=87(LC 7) Max Uplift 9=-88(LC 10),7=-73(LC 11) Max Gray 9=2621(LC 15),7=2529(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1584/84,4-5=-1610/79 BOT CHORD 8-9=-27/509,7-8=-17/549 WEBS 4-8=-30/1310,5-8=0/905,3-8=0/1004,3-9=-1677/105,5-7=-1576/86 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CO P R()Fe,OS) 6)A plate rating reduction of 20%has been applied for the green lumber members. O 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,7. SCO �(„-/,)N.E' - 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� � �� LOAD CASE(S) Standard 89782P E 1-- 1) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 �°� Uniform Loads(pIf) f s". W ,. Vert 1-4=64,4-6=-64,2-12=-20,12-13=-450(6=-430),6-13=-20 co- 41, �._— -7 OREGON q',,, , - '`ANY A$ �k.Q' -AUL '`� EXPIRES: 12/31/2016 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mira®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Hug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job . Truss Truss Type Qty Ply Westerman-Greenburg K1893264 16-DD4897 CO1 COMMON SUPPORTED GAB 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:12 2016 Page 1 ID:xsSPKJ3EC2?LF6V1Irh5xUzezJg-YbCG70C7kIZI_C51 nZNH3ezjmd32ZBI3PD2ItPzRBHL 1-0-0 12-6-0 25I -0-0 '26-0-0i l 1-0-0 i 12-6-0 12-6-0 1-0-0 4x4 = Scale=1:48.6 11 10 — 12 9 13 7.00 I 8 14 7 15 6 16 r 5 17 18 4 19 3 20 1 2 ® @ g Ig- $} g R Ig- *II g g ® IR {} 21 Irr nnnlnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnAnnnnnnnnnnnnnnnnnn ' o 3x4= 3x4 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4= I 25-0-0 I 25-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 21 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 20 n/r 90 TCDL 7.0 Rep Stress lncr YES WB 0.10 Horz(TL) 0.00 20 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TPI2007 Matrix-R Weight:164 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G REACTIONS. All bearings 25-0-0. (Ib)- Max Horz 2=-169(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,32,33,34,35,36,37,38,39,30,29,27,26,25,24,23, 22,20 Max Gray All reactions 250 lb or less at joint(s)2,31,32,33,34,35,36,37,38,39,30,29,27,26,25, 24,23,22,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. r o P R OFA. 6)All plates are 2x3 MT20 unless otherwise indicated. 4961 7)Gable requires continuous bottom chord bearing. �Co .kAGI NE - `s{0 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7$ "52P E t,, 10) A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,32,33,34,35, 36,37,38,39,30,29,27,26,25,24,23,22,20. . " iMor 40 -7 OREGON PN- 'V --IF1Y 1- , 'AUL ALJ. EXPIRES; 12/31/2016 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi tTr ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job • Truss Truss Type Qty Ply Westerman-Greenburg K1893265 16-DD4897 DO1 COMMON STRUCTURAL GA 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:13 2016 Page 1 I D:x5SPKJ3EC2?LF6V1lrh5xUzezJg-0n mfKMDIV3hcbMgELHVWcsWtHONoIeMCetnrPszRBHK -1-0-0 I 4-5-8 I 8-11-0 9-11-0 1-0-0 4-5-8 4-5-8 1-0-0 Scale=1:20.8 4x4 = MT1.5x3 on each face of both ends of un-plated members 7.00 12 16 15 4 2 L M v 51. 0 1 ♦ 6 3x4 = 2x3 3x4 = 4-5-8II 8-11-0 I 4-5-8 4-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(TL) -0.02 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 Matrix-R Weight:40 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G OTHERS 2X4 DF Std G REACTIONS. (lb/size) 2=434/0-5-8,4=434/0-5-8 Max Horz 2=-68(LC 8) Max Uplift 2=-103(LC 10),4=-103(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-447/100,3-4=-447/100 BOT CHORD 2-6=-34/333,4-6=-34/333 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=32ft;Cat.II;Exp B;partially; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. , 'CQ PR OF-, 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.GINE, )�� � 8)A plate rating reduction of 20%has been applied for the green lumber members. ' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) f 2=103,4=103. 4: .' 89782PE ,:ri „,-/ OREGON ,.,,+ '4. ti 2 Q 7 fi4 RY 1 {<„- kPULR1 EXPIRES: 12/31/2016 April 13,2016 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTebS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Qualify Criteda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job . Truss Truss Type Qty Ply Westerman-Greenburg 1 K1893266 16-DD4897 D02 Common 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:13 2016 Page 1 I D:x5SPKJ3EC2?LF6V 1 Irh5xUzezJg-0nmfKMDIV3hcbMgELHVWcsWtHONoIeMCetnrPszRBHK -1-0-0 4-5-8I 8-11-0 I 9-11-0 1-0-0 4-5-8 4-5-8 1-0-0 Scale=1:20.8 4x4= 3 7.00 12 8 7 4 2 T„, v 5 1.-6. n � 6 2x3 H 3 3x4 = x4 = 4-5-8 8-11-0 I 4-5-8 4-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(TL) -0.02 4-6 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:33 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G REACTIONS. (lb/size) 2=434/0-5-8,4=434/0-5-8 Max Horz 2=55(LC 9) Max Uplift 2=-13(LC 10),4=-13(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-447/11,3-4=-447/11 BOT CHORD 2-6=0/324,4-6=0/324 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. cO P R QF 89782PE f t„, aim 40 y OREGON c'^-, qr., bbU L F3`' EXPIRES: 12/31/2016 April 13,2016 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. g Design valid for use only with MifelOS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job• Truss Truss Type Qty Ply Westerman-Greenburg K1893267 16-DD4897 JA01 Jack-Open 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:14 2016 Page 1 I D:xsSPKJ3EC2?LF6V 1 Irh5xUzezJg-UzK1 YiDNGMpTDWFQu_QI8322TQf815gMtXXOyIzRBHJ 1 1-1-0-0 1-10-3 6-0-0 I 1-0-0 1-10-3 4-1-13 Scale=1:13.2 3 ' 7.00 12 N u: NI 2 r? O o O 1 ♦ 5 6 4 3x4 = 1-9-7 1183 6-0-0 1-9-7 0-6-12 4-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.14 2-4 >492 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 Matrix-R Weight:13 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=19/Mechanical,2=217/0-5-8,4=57/Mechanical Max Horz 2=35(LC 10) Max Uplift 3=-44(LC 14) Max Gray 3=22(LC 18),2=263(LC 14),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)7 lb down at 2-0-0,and 7 lb down at 4-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). . - o P R Qp , cS' LOAD CASE(S) Standard ,, AGI NE' - /0 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) ,t i 9782PE r Vert:1-3=-64,2-4=-20 40 „ -74, OREGON v" „I, r-AUL C' 1`1>° EXPIRES: 12/31/2016 April 13,2016 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job. Truss Truss Type Qty Ply Westerman-Greenburg K1893268 16-DD4897 JA02 Jack-Open 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:14 2016 Page 1 ID:xsSPKJ3EC2?LF6V 1 Irh5xUzezJg-UzK1 YiDNGMpTD WFQu_QI8322DQf815gMtXXOyIzRBHJ I -1-0-0 3-10-3 l 6-0-0 l 1-0-0 3-10-3 2-1-13 Scale:3/4"=1' 3 ' 7.00 12 5 N Nr N 2 ' 11 Io ctI 1 ,/ 4 3x4 = I 3-9-7 3- 3 6-0-0 l 3-9-7 0-P12 2-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.14 2-4 >492 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix-R Weight 16 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=263/0-5-8,4=57/Mechanical Max Horz 2=63(LC 10) Max Uplift 3=-40(LC 10) Max Gray 3=112(LC 15),2=266(LC 15),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. VD P R Orel to, GI N O/0 .tr , 89782PE � �Cr- Mr y OyREGON r "i - �AUL ,1N EXPIRES: 12/31/2016 April 13,2016 NMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job . Truss Truss Type Qty Ply Westerman-Greenburg K1893269 16-DD4897 JA03 Jack-Open 30 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:15 2016 Page 1 I D:xsSPKJ3EC2?LF6V 1 Irh5xUzezJg-yAuP12E?1 gxKrgpcSix_hHb6eq?NmY4V5BGyUkzRBH I -1-0-0 6-0-0I 1-0-0 6-0-0 Scale=1:22.3 3 7.00 12 5 M d v el 2 ' 11 c. ►M ►� 3x4 = 4 I 6-0-0 I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.14 2-4 >492 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 Matrix-R Weight:19 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=174/Mechanical,2=327/0-5-8,4=57/Mechanical Max Horz 2=92(LC 10) Max Uplift 3=-66(LC 10) Max Gray 3=206(LC 15),2=335(LC 15),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. - ) PRO k's' ' 444 -7 89782PE v- ,•l, OREGON q"� ir �'6 U L Rt�1 EXPIRES: 12/31/2016 April 13,2016 11111111 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. lilt Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-139 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job. Truss Truss Type Qty Ply Westerman-Greenburg K1893270 16-DD4897 JA04 Jack-Open 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:15 2016 Page 1 ID:xsSPKJ3EC2?LF6V1lrh5xUzezJg-yAuP12E?1gxKrgpcSix_hHb1 PgvymY4V5BGyUkzRBHI I -1-0-0I 6-0-0 8-0-0 1-0-0 6-0-0 2-0-0 Scale=1:29.6 3 I' 0 7.00 12 a0 - , ,,, 1 �� 4 3x5= 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.13 4-7 >531 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.25 4-7 >281 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2012/TP12007 Matrix-MR Weight:22 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=212/Mechanical,2=369/0-5-8,4=110/Mechanical Max Horz 2=119(LC 10) Max Uplift 3=-71(LC 10) Max Gray 3=263(LC 15),2=379(LC 15),4=118(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3. at.° PROri 89782PE C' / '..._: y` OREGON c" LI L �� EXPIRES: 12/31/2016 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MitehE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Informatton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job. Truss Truss Type Qty Ply Westerman-Greenburg K1893271 16-DD4897 JAS01 Jack-Open 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:15 2016 Page 1 ID:xsSPKJ3EC2?LF6V 1 IrhsxUzezJg-yAuP12E?1 gxKrgpcSix_hHbEtg4BmY4V5BGyUkzRB HI -1-0-0I 1-10-3 11111-4 1-0-0 1-10-3 0-1- Scale=1:10.4 3 7.00 12 N u) 2 d .4ig_.111111111111i Icl, 1 -, 3x4= 4 1-10-3 1-111r4 1-10-3 0-1- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix-R Weight:7 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=163/0-5-8,4=19/Mechanical,3=38/Mechanical Max Horz 2=36(LC 10) Max Uplift 2=-9(LC 10),3=-22(LC 14) Max Gray 2=185(LC 14),4=38(LC 5),3=38(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. ��, �} PRore , `x` 89782PE v"-- '• • t: ° -7 OREGON '-..,40 ��y'�" cl- f-A UL C4' EXPIRES: 12/31/2016 April 13,2016 MIMI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. g Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job., Truss Truss Type Qty Ply Westerman-Greenburg K1893272 16-DD4897 JAS02 Jack-Open 2 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:16 2016 Page 1 ID:xsSPKJ3EC2?LF6V1Irh5xUzezJg-QMRnzOFdo_3BSgOpOPSDEU8NAEQQV?KfKg0V0BzRBHH -1-0-01-11-4 3-10-3 I l l 1-0-0 1-11-4 1-10-15 Scale-1:16.4 3 1 6 7.00 12 N N '':- ii- " N (? N N (V 71 ,-� 1 �, ►/ 3x4 = 4 1-11-4 1-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:10 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical,2=215/0-5-8,4=19/Mechanical Max Horz 2=63(LC 10) Max Uplift 3=-41(LC 10),2=-14(LC 10) Max Gray 3=122(LC 15),2=217(LC 15),4=38(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category11;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ycO PR 0 p , 15' -0, ct- . 9782PE t-- .. :., �a- •R , EGON �,'� PAUL EXPIRES: 1 2931/201 6 April 13,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �° Design valid for use only with Weida connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �q�^ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYIi Ik° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 L. Job. Truss Truss Type Qty Ply Westerman-Greenburg KI893273 16-DD4897 J-DT ROOF SPECIAL SUPPORT 4 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.010 s Mar 30 2016 MiTek Industries,Inc. Wed Apr 13 08:29:16 2016 Page 1 ID:xsSPKJ3EC2?LF6V11rh5xUzezJg-QMRnzOFdo_38SgOp0PSDEU8HUEIBV?KfKg0V0BzRBHH I6-0-0 6-0-0 2x3 I I Scale=1:23.6 2 7.00 12 4/11- 1 w 4x8 M18SHS= 32x3 II I Plate Offsets(X,Y)-- [1:0-0-0,0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) n/a - n/a 999 M18SHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCLL 0.0 Code IBC2012/TP12007 Matrix-R Weight:22 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 2-11-12 oc bracing. REACTIONS. (lb/size) 1=246/6-0-0,3=246/6-0-0 Max Horz 1=92(LC 7) Max Uplift 1=-2584(LC 29),3=-20(LC 10) Max Gray 1=2743(LC 26),3=268(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4705/4678 BOT CHORD 1-3=-4039/4039 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=32ft;Cat.II;Exp B;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)A plate rating reduction of 20%has been applied for the green lumber members. P 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) r4"\' ' I N �S 1=2584. 9)This truss has been designed for a total seismic drag load of 4600 lb with dead loads only.Lumber DOL=(1.60)Plate grip c. 1^ DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0 for 766.7 plf. -' � � -V 10) This truss has been designed for a total seismic drag load of 3400 lb with dead loads only.Lumber DOL=(1.60)Plate grip PE-- " DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0 for 566.7 plf. ' .,� " ter: l j,� OREGON �' Q i'A u L p` EXPIRES: 12/31/2016 April 13,2016 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Rug Circle Safety Information available from Truss Plate Institute,2t8 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury offsets are indicated. raj= Dimensions are in ft-in-sixteenths. iliT‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For 1/16' wide truss spacing,individual lateral braces themselves 0-/16 W EBSrtiff4ta may require bracing,or alternative Tor I p .. o bracing should be considered.1.191or U AUFSIIE_ O 41 ! 3. Never exceed the design loading shown and never 2 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building ~ C7, 6-� 5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1/1a. from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each .. ..m. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in THE LEFT. connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397, ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that i� b Indicated by symbol shown and/n of hr Trusses are designed for wind loads in the plane of the specified. �� by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. w Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. f ( number where bearings occur.n size shown Min is for crushing only. 18.Use of green or treated lumber may pose unacceptable IIIIIIN MIN ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. miTek 20.Design assumes manufacture in accordance with BCSI: Desi Building Component Safety Information, Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. • Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 4