The URL can be used to link to this page

Plans (3) I NMI II - 8 v p ago 1 e - '000 .0Q ?7 go stet/ un 7-I k-c,- 1 iT x FFIC COPY I VALIDITY MiTek USA, Inc. VALIDITY ®F PENT 250 Klug Circle THE ISSUANCE OF A PERMIT Corona,CA 92880 1 BASED ON CONSTRUCTION 951-245-9525 DOCUMENTS AND OTHER Re: 21367-CS DATA SHALL NOT PREVENT 21367-CS THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS. OSSC 105.4 I I The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5965161 thru K5965205 1 My license renewal date for the state of Oregon is December 31, 2019. I City of Tigard Approved Plans I Byt _ Date 9 -) ° I 1 '(<, EO PRO pe w �tyGINE fiR /2* 89200PE Ifir. I y et , OREGON,\Ix 44 <) 914, 2.° 4 .viE.RRO- p' --&Olt'Ire.:405ffip **-7-..1..L.t!' . April 11,2019 I Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown Ion referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. I Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. I Job Truss Truss Type Qty Ply 21367-CS K5965161 367-CS A01 MONO SCISSOR 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:27:58 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-T_s_Z649PcJM 1 CcHmTRxIGMLkcCmM_cBYdw8iTzRorl I 11-1 -6-2-0 3-6-1 6-3-4 14-6-13 17-4-0 20-1-3 25-7-9 31-1-15 35-11-8 1-9-12� 6-2-0 i 3-6-1 2-9-3 l 8-3-9 2-9-3 i 2-9-3 5-6-6 5-6-6 4.9.9 I Scale=1:79.1 I 4x4 4x4 = 5x6 =- 1.00 1.00 12 8x8 = 9 30 10 3132 11 8x8 = 4x6 = 4x6 = 28 8 29 r csi I L4 26 277 co 29 24 5 25 6ia III111,411•—o N N v: 1 2 2t 22 �-gm 1m 117 Oa v _ rr.E�R' w�- 13 40 x 17 o - ! —::. 14 39 N o c o a ro `c=, 37 15 38 3x6 = 12 5x8 = 34 3 8x8 = 35 17 36 5x8 = 3x6 = 3x6 = 20 39 19 18 5x6 = 3x6 II 3x4 = 3x8 = I 10x10 = 4x6 II 1.00 12 111 3-6-1 6-3-4 11-9-10 17-4-0 22-10-6 28-4-12 33-11-2 85-11-8 I 3-6-1 2-9-3 5-6-6 5-6-6 5-6-6 5-6-6 5-6-6 1 2-0-6 late Offsets(X,Y)-- [3:0-3-8,0-6-4],[4:0-2-8,0-4-0],[5:0-4-0,0-3-8],[8:0-4-0,0-4-8],[14:0-4-0,0-3-0],[17:0-2-12,0-3-0] OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.10 14-15 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.26 14-15 >854 240 CDL 42.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.02 12 n/a n/a CLL 0.0 * Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.03 14 >999 240 Weight:231 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x6 DF 1800F 2.1E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5:2x10 DF SS except end verticals. OT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OVEBS 2x4 DF Stud/Std OTHERS 2x4 DF No.1&Btr I EACTIONS. All bearings 0-5-8 except(jt=length)12=0-2-4,2=0-4-0. (Ib)- Max Horz 3=179(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 3=-318(LC 14),16=-577(LC 10),12=-i99(LC 14), 2=207(LC 10) Max Gray All reactions 250 lb or less at joint(s)except 3=1521(LC 1),16=3574(LC 21),12=1303(LC 21),2=877(LC 40) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-995/68,4-5=-1551/152,5-6=-1528/159,6-7=-910/26,7-8=-479/2753, 8-9=-1143/107,9-10=-2169/311,10-11=-968/140,11-12=-1277/197,3-20=-13/524 OT CHORD 18-19=-138/947,17-18=-239/1532,16-17=-690/69,15-16=-561/54,14-15=-328/2081, 13-14=-324/2070 EBS 5-18=-608/90,7-16=-2486/475,7-17=-151/1417,6-17=-1045/230,6-18=-365/339, 4-19=-543/96,4-18=-102/886,8-16=-3153/541,8-15=-183/1524,9-15=-1517/290, I 9-14=-184/457,10-14=-179/502,10-13=-1436/273,11-13=-177/1490,3-19=-140/1035 L� )Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; �� PN tv $-, /p) / MWFRS(envelope)gable end zone and C-C Exterior(2)-7-11-12 to-4-11-12,Interior(1)-4-11-12 to 35-9-12 zone;cantilever left and C7 �`'7 right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 �/ plate grip DOL=1.60I $�2Q0PE f� TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Unbalanced snow loads have been considered for this design. CCir'''''''' <9.,....„," ------._ 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. I )This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y A_OREGON* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 40 1-r 44, r. '4/ ''\x lC, will fit between the bottom chord and any other members. i® '`l}.- 14> 2,d �–k- 7)Bearing at joint(s)3,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify , capacity of bearing surface. �R R t�L. )Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 318 lb uplift at joint 3,577 lb uplift at joint 16,199 lb uplift at joint 12 and 207 lb uplift at joint 2. EXPIRES: 2-31-2019 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)16,2. April 11,2019 Inued c ...... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 Nuta 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 IYI iTek° 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/TPII 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 b Truss Truss Type Qty PlyIII 21367-CS K5965161 367-CS A01 MONO SCISSOR 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:27:58 2019 Page 2 ID:g7R4ROwV2Ud8SDbQ9ue5ze_dY-T_s_Z649PcJM1 CcHmTRxIGMLkcCmM_cBYdw8iTzRorl OTES- 1)This truss has been designed for a moving concentrated load of 250.Olb live and 250.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. I I I I I I I I I I I I I I I I .... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nig 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 MjTek 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 ANSUTPII 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 21367-CS I K5965162 67-CS A01-G MONO SCISSOR 1 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:02 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-LI5VPT7gTggnWgv2?JVtS6W1 VDi4lvQnTEuMrEzRorh - -11-12 -6-2-0 3-6-1 6-3-4 9-0-7I 14-6-13 17-4-0 20-1-3I 25-7-9 31-1-15 35-11-8 1-9-12 6-2-0 3-6-1 2-9-3 2-9-3 5-6-6 2-9-3 2-9-3 5-6-6 5-6-6 4-9-9 Scale=1:79.1 I 4x8 = 4x6 = 7x6 =- 1.00 1.00 12 8x10 M18SHS = 9 29 10 30 11 8x10 M18SHS = 8x8 = 4x4 = 25 267 27 8 28h. 22 23 5 24 6 w ��— N N 21 f �_ .� �",: a , 37 r 1 2 ►� \i�- TI cn I n d — w�w.a�L` „a1 r 13 38 o o d = c ,'��—`1��a 35 15 ilh' 36 14 8x8 = 12 111N I _ _ 8x8 = 3 8x8 =32 33 17 8x10 = 8x9 = 3x6 = 20 31 19 18 8x8 = 3x4 II 4x8 = 4x12 = I 10x10 =- 5x6 5x6 11 1.00 12 I 3-6-1 6-3-4 11-9-10 17-4-0 22-10-6 28-4-12 33-11-2 35-11-8 3-6-1 2-9-3 5-6-6 5-6-6 5-6-6 5-6-6 5-6-62-0-6 late Offsets(X,Y)-- [3:0-3-8,0-6-4],[4:0-2-8,0-4-0],[5:0-4-0,0-3-8],[8:0-5-0,0-4-8],[13:0-4-0,0-4-8],[14:0-4-0,0-4-12],[17:0-3-12,0-4-8],[19:0-3-8,0-2-0] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.04 14-15 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.10 14-15 >999 240 M18SHS 220/195 DL 42.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.01 12 n/a n/a CLL 0.0 * Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.03 14-15 >999 240 Weight:513 lb FT=20% DL 8.0 LUMBER- BRACING- P CHORD 2x6 DF 1800F 2.1E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5:2x10 DF SS except end verticals. OT CHORD 2x6 DF 1800E 2.1E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-4:2x4 DF No.1&Btr 6-0-0 oc bracing:16-17,15-16. WEBS 2x4 DF No.1&Btr*Except* 11-12,5-18,6-17,6-18,4-19,4-18,3-19:2x4 DF Stud/Std OTHERS 2x4 DF No.i&Btr EACTIONS. All bearings 0-5-8 except(jt=length)12=0-2-4,2=0-4-0. (Ib)- Max Horz 3=366(LC 7) Max Uplift All uplift 100 lb or less at joint(s)16,12 except 3=-i73(LC 10), I 2=-216(LC 6) Max Gray All reactions 250 lb or less at joint(s)except 3=2993(LC 1),16=8224(LC 17),12=2927(LC 17),2=827(LC 36) IORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 3-4=-2271/0,4-5=-3435/0,5-6=-3401/0,6-7=-1689/0,7-8=-184/5908,8-9=-2522/0, 9-10=-5386/10,10-11=-2383/0,11-12=-2828/38,3-20=0/740 BOT CHORD 18-19=-45/2193,17-18=-173/2904,16-17=-1681/0,15-16=-1284/0,14-15=-186/4522, 13-14=-156/4477 I EBS 5-18=-546/100,7-16=-5080/195,7-17=0/3964,6-17=-1622/147,6-18=0/776, 4-19=-706/100,4-18=-51/1492,8-16=-6195/248,8-15=0/4297,9-15=-2577/201, c1�C® PR©F e. 9-14=0/1166,10-14=0/1249,10-13=-2491/181,11-13=0/3529,3-19=-58/2260 .( ,�` - y co ��y�INF�4) /©* NOTES- c` )2-ply truss to be connected together with 10d(0.131'x3")nails as follows: I Top chords connected as follows:2x10-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. ' 9200P E t' Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Z(✓ -- Webs connected as follows:2x4-1 row at 0-9-0 oc. . PIPP- 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 �'ii- iply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. )Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 9 OREGON 4t MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate - fib` /C, grip DOL=1.60 fb '9y 14 20 r 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4� ' > )Unbalanced snow loads have been considered for this design. * R P t�1 I )This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES: 12-31-201 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. April 11,2019 ,7, • MOM mi WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 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 MiTek' Iis 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/TPII 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 21367-CS K5965162 67-CS A01-G MONO SCISSOR 1 n G Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:02 2019 Page 2 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-LI5VPT7gTggnWqv2?JVtS6W1 VDi4lvQnTEuMrEzRorh OTES- *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s)3,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ) Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,12 except(jt=lb)3=173,2=216. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)16,2. This truss has been designed for a moving concentrated load of 250.01b live and 250.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 5) Girder carries tie-in span(s):8-0-0 from 0-5-8 to 35-11-8 AD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) ' Vert:1-11=-134,12-20=-234(F=-218) I I I I I I I I 1 I I I : MON A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with Mil-eke 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 ANSUTPl1 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 21367-CS K5965163 1[67-CS AO1A-G MONO SCISSOR 1 n G Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 6 Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:00 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-PM_I_o6QxDa3GWmfuuTPNhRh2P0Vqu6U0xPFmLzRorj I - -11-12, -6-2-0 3-6-1 6-3-4 9-0-7 14-6-13 17-4-0 20-1-3 25-7-9 31-1-15 35-11-8 1-9-12 6-2-0 3-6-1 2-9-3 2-9-3 5-6-6 2-9-3 2-9-3 I 5-6-6 5-6-6 4-9-9 I Scale=1:79.1 I 4x4 = 4x4 = 5x6 =- 1.00 1.00 12 8x8 = 9 29 10 30 11 8x8 = 4x4 = 4x8 = 27 8 28 167 22 23 24 I in 25 267 m 1 m.2 21 5 6 : �� W a °° n u- o v ••— w��r. tr� �_�c'__— 37 13 38 �& 1 o c = c :i ;it 15 36 14 6x6 = 12 N o I 'V 7 _ 7x6 = 3 8x8 =32 33 17 34 4x12 4x6 = 3x6 = 20 31 19 18 7x6 = 3x4 II 4x4 = 4x8 = I 10x10 =- 4x6 4x6 II 1.00 12 I 3-6-1 6-3-4 11-9-10 17-4-0 22-10-6 28-4-12 33-11-2 35-11-8 3-6-1 2-9-3 5-6-6 5-6-6 5-6-6 5-6-6 5-6-6 1 2-0-6 late Offsets poi-- [3:0-3-8,0-6-4],[4:0-2-8,0-4-0],[5:0-4-0,0-3-8],[8:0-4-0,0-4-8],[13:0-3-0,0-4-0],[14:0-3-0,0-4-8],[17:0-3-0,0-4-8] AGING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.04 14-15 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.11 14-15 >999 240 DL 42.0 LL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.01 12 n/a n/a CADL 8.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.03 14-15 >999 240 Weight:513 lb FT=20% LUMBER- BRACING- IP CHORD 2x6 DF 1800F 2.1E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-5:2x10 DF SS except end verticals. T CHORD 2x6 DF 1800E 2.1E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-4:2x4 DF No.1&Btr 6-0-0 oc bracing:16-17,15-16. WEBS 2x4 DF Stud/Std ITHERS 2x4 DF No.1&Btr EACTIONS. All bearings 0-5-8 except(jt=length)12=0-2-4,2=0-4-0. (Ib)- Max Horz 3=366(LC 7) Max Uplift All uplift 100 lb or less at joint(s)3,12 except 16=-111(LC 6),2=-597(LC I 6) Max Gray All reactions 250 lb or less at joint(s)except 3=2328(LC 1),16=8253(LC 17),12=2941(LC 17),2=2654(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 3-4=-2668/0,4-5=-3792/0,5-6=-3757/0,6-7=-1838/0,7-8=-197/5746,8-9=-2591/0, 9-10=-5424/5,10-11=-2390/0,11-12=-2828/37,3-20=0/754 OT CHORD 18-19=-120/2628,17-18=-209/3174,16-17=-1486/0,15-16=-1172/0,14-15=-179/4572, 13-14=-152/4497 WEBS 5-18=-528/93,7-16=-5117/214,7-17=0/3989,6-17=-1695/168,6-18=0/868, 4-19=-899/144,4-18=-24/1414,8-16=-6139/250,8-15=0/4238,9-15=-2552/203, 9-14=0/1157,10-14=0/1272,10-13=-2507/178,11-13=0/3525,3-19=-133/2695 ��v.0 PRQ,�. So 4OTES- ,�� yG1NE .R /D 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: .� Top chords connected as follows:2x10-2 rows staggered at 0-3-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Ott/ $� Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 892200 P E Webs connected as follows:2x4-1 row at 0-9-0 oc. 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. ilWind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;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 plateOREGON l(/ V, grip DOL=1.60 �. ,`D TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 / '44' 14, 2C) 5)Unbalanced snow loads have been considered for this design. I '` This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs /c R 14 non-concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. April 11,2019 Intinued A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 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 verity the applicability of design parameters and properly incorporate this design into the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Iis 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 ANSUTPII 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 21367-CS K5965163 67-CS AO1A-G MONO SCISSOR 1 n G Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:00 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-PM_I_o6QxDa3G WmfuuTPNh Rh2POVqu6U0xPFmLzRorj OTE S- 1 Bearing at joint(s)3,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,12 except(jt=lb)16=111,2=597. Illf)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)16,2. This truss has been designed for a moving concentrated load of 250.01b live and 250.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Girder carries tie-in span(s):8-0-0 from 0-5-8 to 35-11-8 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1609 lb down and 268 lb up at -7-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. IIOAD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-11=-134,12-20=-234(F=-218) I Concentrated Loads(Ib) Vert:1=-1500(F) I I I I I I I I I I 1 I 1 WARNING-Verify design parameters and READ NOTES ON TNlS AND tNCLUDED MfTEK AEFERENCE 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,noman te 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 MIAs** Iis 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?PII Quality Criteria,DSB-89 and BCS/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 Oty Ply 21367-CS K5965164 67-CS A02 MONO SCISSOR 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:03 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-pxftcp8l E8ye7zUEZ106?J3CKdxm 1 IAwiuevNgzRorg 5-4-2 10-3-4 15-2-6 17-7-15 21-6-2 25-11-8 27-10-12 5-4-2 4-11-2 4-11-2 2-5-9 3-10-3 4-5-7 1-11-4 Scale=1:49.1 1 1.00 12 3x6 II 10x16 = 10x12 = 7 24 25 8 9 4x6 = 6 P3 a 4x6 = 22 4x12 = 4 20 21 5 qlIlliIll `� —� o 0 8x8 .=.- 12 3 19 w — Jr 18 �� cit 12 'wl �� \ II1Val 0? ii ,. w r la 16- Y 30 8x16 = 31 3x6 Iq �r 29 111 1 I�r_ 14 28 13 12 11 10 027 8x16 M18SHS = 4x6 = 15 26 16 4x8 = 17 8x10 M18SHS = 1.00 12 5x8 M18SHS I I I 2-10-9 7-9-11 12-8-13 17-7-15 21-6-2 25-11-8 2-10-9 4-11-2 4-11-2 4-11-2 3-10-3 4-5-7 110 ate Offsets(X,Y)-- [3:0-4-0,0-1-8],[6:0-4-12,0-4-8],[8:0-3-8,0-7-0] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.14 13 >999 360 MT20 220/195 I(Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.42 12-13 >716 240 M18SHS 220/195 DL 42.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 8 n/a n/a LL 0.0 Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.11 13 >999 240 Weight:157 lb FT=20% DL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins, 1-6:2x6 DF 1800F 2.1E except end verticals. T CHORD 2x4 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. EBS 2x4 DF No.1&Btr`Except` 6-12,3-15,4-14,5-13,6-11,7-11:2x4 DF Stud/Std OTHERS 2x4 DF No.1&Btr EACTIONS. (lb/size) 16=1890/0-2-4,8=2250/0-7-4 Max Horz 16=146(LC 11) Max Uplift 16=-332(LC 10),8=-425(LC 14) 110 Max Gray 16=1965(LC 21),8=2500(LC 21) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 2-16=-1932/338,2-3=-1993/307,3-4=-4679/771,4-5=-5591/912,5-6=-4691/765, 6-7=-2873/467,7-8=-2871/476,8-10=-7/536 T CHORD 14-15=-684/3713,13-14=-958/5503,12-13=-930/5527,11-12=-747/4615 EBS 6-12=-102/901,2-15=-372/2364,3-15=-2411/464,3-14=-139/1251,4-14=-1175/228, 4-13=-261/393,5-13=-203/488,5-12=-1205/218,6-11=-1961/334,7-11=-633/108, 8-11=-546/3325 TES- Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; C �p P R�fir MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 27-10-12 zone;cantilever left and right �`Nit R Ssd exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Cct-0 R /2 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 • Unbalanced snow loads have been considered for this design. ►�2•dP This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs / non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. _i fall. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide 11 7 �"OREGON 14r will fit between the bottom g hord and any other members. g �. '+/ N , Bearing at joint(s)16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �� ' 7 , �Q capacity of bearing surface. c2 Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. ; }�t t - v I) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=332,8=425. EXPIRES: `Z-31- Q1 ) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)8. 12)This truss has been designed for a moving concentrated load of 250.OIb live and 250.01b dead located at all mid panels and at all April 11,2019 panel points the Top Chord and Bottom Chord,nonconcurrent with any other live loads. ntlf]AIe ,2p,/Ni�evrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 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,notmit 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' Iis 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 ANSUTP/1 Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 I Truss Truss Type Qty Ply 21367-CS K5965164 367-CS A02 MONO SCISSOR 14 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:03 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-pxftcp8l E8ye7zUEZ106?J3CKdxm1 IAwiuevNgzRorg OTES- Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I I 1 I I I I I I I I 1 I !' I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ow Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallI p,a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (VI ilek" 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 ANSUTPII 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 b Truss Truss Type Qty Ply 21367-CS 0K5965165 367-CS AO2A-G MONO SCISSOR 1 3 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:04 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5zedY-H8DFg99w?S4VI73Q7kYLYXcPM1N2mgr3xYNTv7zRorf 5-4-2 10-3-4 15-2-6 17-7-15 l 21-6-_2 25-11-8 1 27-10-12 5-4-2 4-11-2 4-11-2 2-5-9 3-10-3 4-5-7 1-11-4 Scale=1:47.3 I 1.00 12 3x6 II 10x12 = 10x10 = 7 23 8 9 3x6 .-=- 5 6 22 v 3x6 =- 4 21 5 d osal 4 19 20 d c 760:4440•0;38 -- 18 w - o� 0.4440041041 CO 117 N g•PPI �_ =ad • 928 29 3x4 I �' I9�� r — 27 8x14 = 111 r 1411 26 13 12 11 10 :� 24 15 25 4x8 = 8x10 M18SHS = 4x6 = C 16 8x9 = 1.00 12 111 3x6 = I 2-10-9 7-9-11 12-8-13 17-7-15 21-6-2 25-11-8 2-10-9 4-11-2 4-11-2 4-11-2 3-10-3 4-5-7 Offsets(XV)-- [2:0-2-0,0-2-0],[6:0-5-0,0-4-8],[8:0-3-8,0-7-4],[13:0-5-0,0-4-12]Ite ] TCL ADING (Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP 1 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.09 13 >999 360 MT20 220/195 DL 42.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.26 12-13 >999 240 M18SHS 220/195 CLL 0.0 Rep Stress!nor NO WB 0.38 Horz(CT) 0.01 8 n/a n/a DL 8.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.08 13 >999 240 Weight:523 lb FT=20% LUMBER- BRACING- OP CHORD 2x10 DF SS*Except*Of TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-6:2x6 DF 1800F 2.1E except end verticals. OT CHORD 2x6 DF 1800E 2.1E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2x4 DF Stud/Std*Except 2-15,3-14,4-13,5-12,8-11:2x4 DF No.1&Btr THERS 2x4 DF No.1&Btr EACTIONS. (lb/size) 8=4968/0-7-4,16=4605/0-2-4 Max Horz 16=278(LC 7) Max Uplift 8=155(LC 10),16=-53(LC 6) Max = ,16=4680(LC 17) ORCES. (Ib)-Max.Gray Com8p./Max.5218(LC Ten.17)-All forces 250(Ib)or less except when shown. OP CHORD 2-16=-4425/86,2-3=-5211/4,3-4=11812/105,4-5=-14033/125,5-6=-11634/118, 6-7=-7217/59,7-8=-7211/67,8-10=0/817 OT CHORD 15-16=-257/179,14-15=-335/8936,13-14=-338/13342,12-13=-285/13338, 11-12=-157/11480 EBS 6-12=0/2352,2-15=-1/6212,3-15=-5038/219,3-14=0/3628,4-14=-2054/149,4-13=0/941, 5-13=0/1101,5-12=-2075/126,6-11=-4705/79,7-11=-569/111,8-11=76/8177 TOTES- s� n 3-ply truss to be connected together with 10d(0.131"x3")nails as follows: no P R Vfi-C' Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc,2x10-2 rows staggered at 0-9-0 oc. S Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. `Cj ‘AGINE .N E . s/© Webs connected as follows:2x4-1 row at 0-9-0 oc. 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 <<✓ $r ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. " .921100 Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;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 ir. '` f 4,, "` - TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Unbalanced snow loads have been considered for this design. a 37 OREGON tt,/� This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs }' 2 jy©` A. non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. r p7 ' ci'l?' 00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11131124"- *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 ) Bearing at joint(s)16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. April 11,2019 1) Provide mechanical connection(by others)of truss to bearing plate at joints)16. ntiryjed o 2 �� M WARMNG INN --Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mff-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,notilR 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/TPI7 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 I b Truss Truss Type Qty Ply 21367-CS 0367-CS AO2A-G MONO SCISSOR 1 K5965165 3 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:04 2019 Page 2 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-H8DFg99w?S4VI73Q7kYLYXcPM1N2mgr3xYNTv7zRorf OTES- 2) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16 except(jt=lb)8=155. 3)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)8. 14)This truss has been designed fora moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11 Girder carries tie-in span(s):8-0-0 from 0-0-0 to 25-4-4 Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1 Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-134,2-9=-134,10-16=-234(F=-218) 1 I I I I I I 1 I I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mff-7473 rev.10/03/2015 BEFORE USE. ..4 ... 1 Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing s lek° imm 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 ANS4IPII 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 A03 Truss Type MONO SCISSOR Qty Ply 21367-CS K5965166 367-CS 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:06 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-EWLOFrABW 3KD_RDpE9apdyheOgzN EgIMOssa_?zRord 5-7-6 10-6-8 15-5-10 17-11-3 21-9-6 26-2-12 I 28-2-0 5-7-6 4-11-2 4-11-2 2-5-9 3-10-3 4-5-7 1-11-4 Scale:1/4"=1' 1 1.00 12 3x6 1 8x16 = 10x10 = 7 24 25 8 9 3x4 = 6 23 v 5 3x4 = 22 0 4x6 = 4 20 21 la -�— o 0 4x8 = 3 19 - ' --'•-41d, 12 18ra-RqilIlliriidh N Y !'� C o �� V 30 4x12 = 31 3x6 I I "o o 29 ..11111111 ..- Y 28 13 12 11 10 SZ 15 27 14 8x10 M18SHS = 3x4 = I 26 3x6 = 17 16 4x8 = 1.00 12 3x4 = I 3-1-13 8-0-15 13-0-1 17-11-3 21-9-6 26-2-12 3-1-13 4-11-2 4-11-2 4-11-2 3-10-3 4-5-7 IteOffsets(X,Y)-- [6:0-5-0,0-4-8],[8:0-3-8,0-6-4],[11:0-3-4,0-1-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.15 13 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.43 12-13 >705 240 M18SHS 220/195 DL 42.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 8 n/a n/a CLL 0.0 * Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.11 13 >999 240 Weight:158 lb FT=20% DL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins, 1-6:2x6 DF 1800F 2.1E except end verticals. T CHORD 2x4 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 8-5-8 oc bracing. EBS 2x4 DF Stud/Std*Except* 2-15,3-15,8-11:2x4 DF No.1&Btr 1THERS 2x4 DF No.1&Btr EACTIONS. (lb/size) 16=1909/0-5-8,8=2270/0-7-4 Max Horz 16=147(LC 11) Max Uplift 16=-337(LC 10),8=-428(LC 14) Max Gray 16=1984(LC 21),8=2523(LC 21) 1RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i OP CHORD 2-16=-1951/344,2-3=-2199/341,3-4=-4863/803,4-5=-5717/932,5-6=-4776/779, 6-7=-2915/474,7-8=-2913/482,8-10=-7/536 T CHORD 14-15=722/3927,13-14=-982/5653,12-13=-947/5631,11-12=-761/4700 t O —4 EBS 2-1500/2530,3-15=-2423/469,3-14=-131/1218,4-14=-1129/218,4-13=-286/368, 5-13=-179/513,5-12=-1216/222,6-12=-105/912,6-11=-2009/342,7-11=-631/107, 8-11=-554/3372 IOTES- Wind: ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; ty0) PRS MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 28-2-0 zone;cantilever left and right `' I��1scS' exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate c,-<(-Y‘ �G N��h /© grip DOL=1.60 �. `T '1 IITCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 ��✓ ${ Unbalanced snow loads have been considered for this design. $� dQP This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideOREGON (jam will fit between the bottom chord and any other members. 1I�C Bearing at joint(s)16 considers parallel to grain value using ANSI/7P11 angle to grain formula. Building designer should verify /© Ilk 14, Zd�0.' -, capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) fileii} 1, �- 16=337,8=428. ) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)8. EXPIRES: L-.�t1-GV I 1)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all 9 panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. April 11,2019 )Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. A WARNING-Verity 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 t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI Frei('mi Klug Circle 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 ANS4TPII Quality MUMCriteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Ob Truss Truss Type Qty Ply 21367-CS K5965167 p367-CS A04 MONO SCISSOR 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:07 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-iivOSBBpHNS4cbo?os5299DuOEJIz4M WdWc7W RzRorc I -7-0-q -6-2-0 3-3-13 5-8-14 10-7-0 15-5-2 20-3-4 22-10-0 26-0-0 27-11-4 010-0 6-2-0 3-3-13 2-5-1 4-10-2 4-10-2 4-10-2 2-6-12 3-2-0 1 1-11-4 Scale=1:61.9 I 10x70 = 3x6 II 8x18 = 1.00 12 29 9 30 310 11 I 3x4 -2-- I 8_ 10x10 = 3x6 = 7 28 6 27 I; 23 24 5 25 26 --�._. o �, N u•1 2 21111 o �� III 6 W �rq _� o '� _�%_ 37 38 39 3x6 H m I m 1 0 ��/ 36 15 5x12 = 3 33 3`t 17 35 16 3x6 = 14 13 12 20 32 19 18 3x6 = 8x10 M18SHS = 1.5x4 I I I3x6 II 4x12 = 1.5x4 II 1.00 12 I 3-3-13 5-8-141 8-1-15 13-0-1 17-10-3 20-3-4 22-10-0 26-0-0 3-3-13 2-5-1 2-5-1 4-10-2 4-10-2 2-5-1 2-6-12 3-2-0 late Offsets(X,Y)-- [3:0-5-0,0-6-8],[4:0-4-0,0-2-0],[5:0-5-0,0-4-8],[8:0-4-8,0-4-8],[10:0-3-8,0-6-4] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.13 16 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.35 15-16 >843 240 M18SHS 220/195 DL 42.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.04 10 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.09 16 >999 240 Weight:194 lb FT=20% DL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS*Except* TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins, 5-8:2x6 DF 1800E 2.1E except end verticals. IT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-4:2x4 DF No.1&Btr WEBS2x4 DF Stud/Std*Except* I10-13:2x4 DF No.1&Btr,3-20:2x6 DF 1800F 2.1E THERS 2x4 DF No.1&Btr EACTIONS. (lb/size) 10=2159/0-7-4,3=2628/0-7-4,2=285/0-4-0 Max Horz 3=157(LC 11) Max Uplift 10=405(LC 10),3=-523(LC 14),2=-114(LC 10) Max Gray 10=2459(LC 21),3=2774(LC 21),2=670(LC 39) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1620/213,4-5=-1499/206,5-6=-4158/638,6-7=-5254/814,7-8=-4445/691, 8-9=-1818/287,9-10=-1806/288,10-12=-16/523,3-20=-20/517 OT CHORD 18-19=-499/2944,17-18=-498/2947,16-17=-839/5107,15-16=-846/5256, 14-15=-527/3387,13-14=-528/3387 EBS 5-18=-141/491,4-19=-76/565,5-19=-2156/377,5-17=-194/1508,6-17=-1357/254, 6-16=-176/461,7-16=-285/400,7-15=-1079/222,8-14=-120/511,8-15=-194/1500, 9-13=-319/169,10-13=-374/2421,8-13=-2068/353,3-19=-279/1753 11PTES- ��s?' PR�fifi Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; �GjiNG t /© MWFRS(envelope)gable end zone and C-C Exterior(2)-7-0-0 to-4-0-0,Interior(1)-4-0-0 to 27-11-4 zone;cantilever left and right I, exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip grip DOL=1.60 :9200P f TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs _...-- , 0• non-concurrent with other live loads. All plates are MT20 plates unless otherwise indicated. Q�E�C}N This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lr/ �Q dN A. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V 7 4 t '2 '�- will fit between the bottom chord and any other members. Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verifyR" N. capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) EXPIRES: 12-31-2019 10=405,3=523,2=114. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)10,2. April 11,2019 r.— A WARNING-Verify 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 Mi reke 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 �a 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/TPli 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 b 0Truss Truss Type Qty Ply 21367-CS K5965167 367-CS A04 MONO SCISSOR 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:08 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-AvTmfXCR2gaxEINCMacHiNm38ef_iXcfsALg2uzRorb IOTES- 1)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I I I I I I I II I I I I I I : ' IMINNIIIIIIIIIIIIIIIIMI. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. le 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 Truss Truss Type Qty Ply 21367-CS K5965168 p67-CS A04-D MONO SCISSOR 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:13 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-XsGfjEGatDCDKWF997CSPQTzwfQkNssO?S3Rk5zRorW I -7-0-9 -6-2-0 _ 3-3-131 5-8-14 10-7-0 15-5-2 20-3-4 22-10-0 26-0-0 27-11-4 0110-0 6-2-0 { 3-3-13 2-5-1 4-10-2 4-10-2 4-10-2 2-6-12 3-2-0 11.11-4 1 Scale=1:61.9 I 10x10 = 3x6 II 8x14 = 1.00 12 29 9 30 310 11 3x4 = 1 8 a 10x10 = 3x4 = 27 7 28 6 0 25 26 o c 24 1 2 21 22 23 6_. 4 0 cv 'A�i — .r/ 39 g �w/ � I— o _ ��_i�nlll �� 38 1.5x4 I �� '9 10x 0 • _ 36 15 37 3x12 = 35 16 3x4 = 14 13 12 — 3 ^ 33 34 17 5x6 = 20 32 19 18 3x4 = 1.5x4 I3x4 II 3x12 = 1.5x4 II 1.00 12 I 3-3-13 5-8-14 8-1-15 13-0-1 17-10-3 20-3-4 22-10-0 26-0-0 3-3-13 2-5-1 2-5-1 4-10-2 4-10-2 2-5-1 2-6-12 3-2-0 i late Offsets(X,Y)-- [3:0-5-0,0-6-8],[4:0-4-0,0-2-0],[5:0-5-0,0-4-8],[8:0-4-8,0-4-8],[10:0-3-8,0-6-8],[16:0-3-0,0-3-0] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.07 16 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.19 15-16 >999 240 DL 42.0 Rep Stress Incr YES WB 0.52 Horz(CT) -0.02 10 n/a n/a CLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.05 16 >999 240 Weight:388 lb FT=20% CDL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 5-8:2x6 DF 1800F 2.1E except end verticals. T CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: EBS 2x4 DF Stud/Std*Except* 6-0-0 oc bracing:19-20,12-13. 3-20:2x6 DF 1800F 2.1E 1EACTIONS. THERS 2x4DFNo.1&Btr (lb/size) 10=2156/0-7-4,3=2643/0-7-4,2=273/0-4-0 Max Horz 3=194(LC 42) Max Uplift 10=-645(LC 40),3=-786(LC 47),2=-113(LC 40) Max Gray 10=2455(LC 21),3=2791(LC 21),2=662(LC 81) tRCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 3-4=-1737/602,4-5=-1463/355,5-6=-4129/989,6-7=-5232/1103,7-8=-4431/993, 8-9=-1769/515,9-10=-1759/560,10-12=-12/526,3-20=-22/516 gOT CHORD 19-20=-309/296,18-19=-807/2909,17-18=-711/2912,16-17=-1146/5081, 15-16—1121/5238,14-15=-798/3376,13-14=-801/3375,12-13=-282/305 EBS 5-18=-143/492,4-19=-90/581,5-19=-2205/721,5-17=-539/1566,6-17=-1475/605, 6-16=-297/465,7-16=-339/401,7-15=-1201/542,8-14=-120/514,8-15=-562/1502, 9-13=-255/231,10-13=-732/2386,8-13=-2159/708,3-19=-658/1848 111°TES- ,kip P R QFC 2-ply truss to be connected together with t Od(0.131"x3")nails as follows: -\ G i�E sC/ Top chords connected as follows:2x10-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. ��C �•A LCR ©� Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. cc 89200P 'S'I* 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. ,/ Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 / MWFRS(envelope)gable end zone and C-C Exterior(2)-7-0-0 to-4-0-0,Interior(1)-4-0-0 to 27-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON TCLL: �to TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 7G/ � 24 44 Unbalanced snow loads have been considered for this design. �' 7 4> 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 1?5 Inon-concurrent with other live loads. c } 40. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 9)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify April 11,2019 capacity of bearing surface. nti ed onDage 2 WAR IN-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-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 t. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `� IMMO wa building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i1A ableis 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 ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS L K5965168 367-CS 0 A04-D MONO SCISSOR 1 n Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:13 2019 Page 2 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-XsGfIEGatDCDKWF997CSPQTzwfQkNs5O?S3Rk5zRorW OTES- 0) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=645,3=786,2=113. 111 1) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)10,2. 12)This truss has been designed for a moving concentrated load of 250.01b live and 250.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. I3)This truss has been designed for a total drag load of 110 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-4-12 for 110.0 plf. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I I I I I I 11 I I I I I I It A 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 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 ANS4TP/1 Quality Criteria,OSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965169 p367-CS A04-G MONO SCISSOR 1 2 G Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:15 2019 Page 1 7 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-TFOQ8wHgPciSxapPYGYEwUrZG MS3grfphTmYYo_zRorU 1 0-0 -6-2-0 3-3-13 5-8-14 10-7-0 15-5-2 4-10-2 20-3-4 22-10-0 26-0-0 27-11-4 OI10-0 6-2-0 3-3-13 2-5-1 4-10-2 4-10-2 2-6-12 3-2-0 11-11-4 I Scale=1:61.9 I 10x10 = 3x6 II 10x10 = 1.00 12 28 9 29 10 11 3x4 =1 22 8 v 10x12 = 3x4 = 27 _ 26 7 m 23 5 2425 6 ^11priAgizz_/��+` . 0 99 21OA 1 N M u 2 _ O O -- 9 m OS c ,_, o =��til` . _, 36 37 3x4 M �� m 1 i,„ 16 34 15 35 3x4 8x10 = 3 •, _ 32 17 33 4x6 = 14 13 12 30 31 4x6 = 8x10 M18SHS = 20 19 18 I3x4 II 5x12 = 3x4 II 1.00 12 I 3-3-13 5-8-14 8-1-15 13-0-1 17-10-3 20-3-4 22-10-0 26-0-0 3-3-13 2-5-1 2-5-1 4-10-2 I 4-10-2 2-5-1 2-6-12 3-2-0 Offsets(XV)-- [3:0-5-0,0-6-8],[4:04-0,0-2-0],[5:0-6-0,0-4-8],[8:0-4-8,0-4-8],[10:0-3-8,0-7-4],[16:0-5-0,0-4-8]Ite ] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.12 16 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.34 15-16 >883 240 M18SHS 220/195 CDL 42.0 Rep Stress Incr NO WB 1.00 Horz(CT) -0.05 10 n/a n/a CLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.10 16 >999 240 Weight:421 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins, 5-8:2x6 DF 1800F 2.1E except end verticals. OT CHORD 2x6 DF 1800F 2.1E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-4:2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std*Except* 10-13:2x4 DF No.1&Btr,3-20:2x6 DF 1800F 2.1 E ETHERS 2x4 DF No.1&Btr EACTIONS. (lb/size) 10=4727/0-7-4,3=5488/0-7-4,2=46/0-4-0 Max Horz 3=282(LC 7) Max Uplift 10=-144(LC 6),3=-226(LC 10),2_148(LC 6) Max Gray 10=5027(LC 17),3=5629(LC 17),2=511(LC 35) ORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-4389/0,4-5=-4170/0,5-6=-10527/0,6-7=-13007/49,7-8=-10958/58,8-9=-4635/14, 9-10=-4616/16,10-12=0/711,3-20=0/729 OT CHORD 18-19=-140/7394,17-18=-123/7443,16-17=-233/12236,15-16=-223/12439, 14-15=-113/8191,13-14=-103/8161 EBS 5-18=0/677,4-19=0/1249,5-19=-4695/145,5-17=0/3732,6-17=-2303/177,6-16=0/1025, 7-16=0/960,7-15=-1857/141,8-14=0/788,8-15=0/3604,10-13=-15/6012, 8-13=4533/112,3-19=-60/4530 r1�e ROTES- � s3 PROre616* 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �Co �K\G I N E -- , 41 Top chords connected as follows:2x10-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. C? Tj Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.I op �1 rr-t1p ' Webs connected as follows:2x4-1 row at 0-9-0 oc. 09G{}111 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 441 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. *. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;4 ' q,� 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 OREGON�� 4," TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 71— �� Unbalanced snow loads have been considered for this design. © 1 4 r • P 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 4 non-concurrent with other live loads. ' t All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. April 11,2019 ntimied on Wena" �a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!l-7473 rev.10103/2015 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 MjTek` 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/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b 0Truss Truss Type Qty Ply 21367-CS K5965169 367-CS A04-G MONO SCISSOR 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:15 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-TFOQ8wHgPgSxapPYGYEwU rZG MS3grfphTmYYo_zRorU NOTES- 0)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=144,3=226,2=148. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)10,2. 13)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and IBottom Chord,nonconcurrent with any other live loads. 4) Girder carries tie-in span(s):8-0-0 from 0-0-0 to 25-4-12 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-134,3-11=-134,12-20=-229(F=-212) I I I I r I 1 I I I I I r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!I-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 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 iTek" I 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/TPII 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 b Truss Truss Type Qty Ply 21367-CS K5965170 367-CS 0 AO4A-D MONO SCISSOR 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:10 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-6HaX4CDhalgfT2XaT?elnorT8ROgAV2yJUgn7mzRorZ 3-3-13 5-8-14 I 10-7-0 15-5-2 20-3-4 22-10-0 26-0-0 27-11-4 3-3-13 2-5-1 4-10-2 4-10-2 4-10-2 2-6-12 3-2-0 1-11-4 Scale=1:48.6 I3x6 II 8x14 = 10x10 =26 7 27 28 8 9 1.00 F2 I 3x4 = 6 a_ 3x4 = 25 10x10 = 5 ; 22 4 23 24 __--..i9a o CV ri.-Millillipy 41/11141111111—.1= 0 ' a� 2 �- j Y 35 3x12 = 36 1.5x4 `�' �§ _� 33 13 1.5x4 111 11 V 32 14 3x4 = 12 11 10 111 10x10 =29 30 31 15 5x6 = 18 17 16 3x4 = 1.00 12 3x4 3x12 = 1.5x4 II I 3-3-13 5-8-14 8-1-15 13-0-1 17-10-3 20-3-4 22-10-0 26-0-0 3-3-13 2-5-1 2-5-1 4-10-2 4-10-2 2-5-1 2-6-12 3-2-0 Offsets(XY)-- [1:0-5-0,0-6-8],[2:0-4-0,0-2-0],[3:0-5-0,0-4-8],[6:0-4-8,0-4-8],[8:0-3-8,0-6-8],[14:0-3-0,0-3-0]Ite ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.07 14 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.19 13-14 >999 240 IIICDL 42.0 Rep Stress lncr YES WB 0.52 Horz(CT) -0.02 8 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.05 14 >999 240 Weight:337 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS*Except*il TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-6:2x6 DF 1800E 2.1E except end verticals. OT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: EBS 2x4 DF Stud/Std*Except* 6-0-0 oc bracing:17-18,10-11. 1-18:2x6 DF 1800F 2.1E THERS 2x4 DF No.1&Btr EACTIONS. (lb/size) 8=2211/0-7-4,1=1811/0-7-4 Max Horz 1=145(LC 41) Max Uplift 8=-659(LC 40),1=-581(LC 47) Max Gray 8=2453(LC 21),1=1912(LC 32) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 1-2=-2174/655,2-3=-2072/511,3-4=-4434/1059,4-5=-5375/1153,5-6=-4496/1043, 6-7=-1788/525,7-8=-1785/576,8-10=-11/526,1-18=-19/520 OT CHORD 17-18=-287/328,16-17=-889/3343,15-16=-844/3346,14-15=-1205/5273, 13-14=-1161/5336,12-13=-817/3407,11-12=-832/3406,10-11=-282/306 EBS 3-16=-139/494,2-17=-334/102,3-17=-1987/685,3-15=-525/1444,4-15=-1344/590, 4-14=-302/402,5-14=-327/464,5-13=-1248/562,6-12=-120/514,6-13=-586/1570, 7-11=-254/232,8-11=-754/2419,6-11=-2188/728,1-17=-773/2384 I0TES- ��j) P R Q fi p.a$' 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: C Top chords connected as follows:2x10-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. �Gj� 04 N��14? —, Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. T Webs connected as follows:2x4-1 row at 0-9-0 oc. ��✓ 89200PE Qr )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. Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; C"' MWFRS(envelope)gable end zone and C-C Exterior(2)0-10-0 to 3-10-0,Interior(1)3-10-0 to 27-11-4 zone;cantilever left and right ' .•itilir exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON b� ({ TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 �� A Unbalanced snow loads have been considered for this design. Q 1 4, kt'' 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangsy Qj non-concurrent with other live loads. I 17 R`t This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPIRES: 12-31-2019 will fit between the bottom chord and any other members. 9)Bearing at joint(s)1 considers parallel to grain value using ANSI/TRI 1 angle to grain formula. Building designer should verify April 11,2019 capacity of bearing surface. ntlzec{,Re,grdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. iiiiR 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 IVliTek` 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 ANSUTPIf 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 b Truss Truss Type Qty Ply 21367-CS e� K5965170 367-CS ill AO4A-D MONO SCISSOR 1 L Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:10 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-6HaX4CDhalgfT2XaT?elnorT8ROgAV2yJUgn7mzRorZ IOTES- Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except(jt=1b)8=659,1=581. ) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)8. 12)This truss has been designed for a moving concentrated load of 250.0Ib live and 250.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. I)This truss has been designed for a total drag load of 110 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-4-12 for 110.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I I I I I I 111 Hi I 1 I I 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtt-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 T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing t lek° mi 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 ANSUTP/1 Qulity 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 22314a __ . Corona,CA 92880 b Truss ACG Truss Type MONO SCISSOR Qty Ply 21367-CS 1 2 Job Reference(optional) K5965171 367-CS Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:16 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u—e5ze_dY-xRxoLGISA8boBz_kciF19135OCsWca76ghQH5KQzRorT 111 1 -8-10-9 -7-3-6 4-2-8 8-1-8 12-4-1 1-7-3 7-3-6 4-2-8 3-11-0 4-2-9 Scale=1:37.5 I0.84 12 5x6 = 356 II 16 6 17 7 8 I 14 3 15 1 2 1111 m ' MB ON_ N 11 1 ,x� 1s r 20 r 111 4 ,=-- r ° 4x6 II 0 0 7x6 = 5x6 6 I 13 12 11 10 3x6 II 5x12 = 0.84 112— I 4-2-8 8-1-8 12-4-1 4-2-8 3-11-0 4-2-9 late Offsets(X,V)-- [4:0-3-8,0-6-4],[5:0-2-12,0-4-0],[10:0-2-8,0-3-0],[11:0-3-0,0-5-4],[12:0-3-8,0-2-8] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.02 11-12 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.07 11-12 >999 240 DL 42.0 Rep Stress lncr NO WB 0.93 Horz(CT) -0.00 10 n/a n/a LL 0.0 Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.02 11-12 >999 240 Weight:287 lb FT=20% CDL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, T CHORD 2x10 DF SS`Except* except end verticals. 3-5:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: EBS 2x4 DF Stud/Std*Except* 6-0-0 oc bracing:9-10. 4-13:2x4 DF No.1&Btr I EACTIONS. (Ib/size) 10=4492/Mechanical,3=2744/0-5-8,2=2507/0-4-0 Max Horz 3=107(LC 7) Max Uplift 10=-801(LC 6),3=-550(LC 10),2=-543(LC 6) Max Gray 10=4578(LC 17),3=2886(LC 17),2=2509(LC 17) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 3-4=-134/592,4-5=-4193/724,5-6=-4850/849,7-10=-854/120,4-13=-38/722 OT CHORD 11-12=-728/4236,10-11=-841/4900 WEBS 5-12=-888/188,5-11=-114/670,6-11=-298/2137,6-10=-4886/860,4-12=-714/4225 IOTES 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x10-2 rows staggered at 0-3-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-8-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 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 c2 [} R QF ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. t��`` c-Ss Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=i i i mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; �Gj *1:49G2 ��PN::'A? r© 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 "4lt $ TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 CC '92QOP { Unbalanced snow loads have been considered for this design. r10•1111111°. • This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - A,© . Refer to girder(s)for truss to truss connections. id O . 'i k 14, 2' to,* 10)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify dill .-III } capacity of bearing surface. RAIL 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=801,3=550,2=543. EXPIRE: 12-31-2019 2)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 13)This truss has been designed for a moving concentrated load of 250.OIb live and 250.01b dead located at all mid panels and at all April 11,2019 panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. ntl eimp e tZ erify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE Mff•7473 rev.70/0312015 BEFORE USE. NutDesign 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 "ek` Noon 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 ANSUTPII 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 b Truss Truss Type Qty Ply 21367-CS K5965171 367-CS 0 ACG MONO SCISSOR 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 S Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:16 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-xRxoLGISA8boBz_kgF19135OCsWca76ghQH5KQzRorT OTES- 4) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1609 lb down and 268 lb up at -8-10-9 on top chord. The I design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard I)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-134,4-7=-134,7-8=-134 Concentrated Loads(Ib) Vert:1=-1500(F) I Trapezoidal Loads(plf) Vert:13=-16-to-9=-916(F=-600,B=-300) I I I I I I I I I I 11=.WARNING-Verify design parameters and READ NOTES ON TN1S AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/10t 5 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 ANSUfPl7 Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965172 367-CS ACG1 SPECIAL 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:17 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-PeVAYcJ4xRjfp7ZwOzGOZGecFGv4Jjo_w41 ftszRorS I -8-2-11 1-10-7 -6-4-4 I 3-8-13 6-10-9 10-1-10 6-4-4 3-8-13 3 1-12 3-3-1 Scale:3/8"=1' I0.97 12 3x6 II 6x6 =- 6 6 17 7 8 16 I 3 15 NM 14 INI 1 2 m -e 4 T I 7 �� N I �: iQ 20 II C O -'4- 111111:41.0 liall 1 o 6 11 I' 5x8 = 3x6 II c I 13 12 1 10 9 5xx6 = 3x6 I 0.97 12 I I 3-8-13 6-10-9 10-1-10 _ 3-8-13 3-1-12 3-3-1 late Offsets(X,V)-- [4:0-3-8,0-6-8],[5:0-2-8,0-4-0] OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.01 11 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 10-11 >999 240 CDL 42.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.00 9 n/a n/a CLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.00 11 >999 240 Weight:246 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SSIt TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, IOT CHORD 2x10 DF SS*Except* except end verticals. 3-5:2x4 DF No.i&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EBS 2x4 DF Stud/Std'Except' 4-12:2x4 DF No.1&Btr IEACTIONS_ (lb/size) 3=864/0-5-11,9=1421/Mechanical,2=2764/0-4-0 Max Horz 3=107(LC 7) Max Uplift 3=-202(LC 10),9=-258(LC 6),2=-596(LC 6) Max Gray 3=1058(LC 37),9=1490(LC 17),2=2767(LC 17) IORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 3-4=-104/258,4-5=-1447/250,5-6=-1321/232,6-7=-1309/241,7-9=-1170/204, 4-12=-9/667 BOT CHORD 10-11=-242/1450 T)EBS 5-11=-595/119,6-10=-535/88,7-10=-259/1491,5-10=-278/39,4-11=-232/1467 OTES- 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x10-2 rows staggered at 0-3-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc. � P v Webs connected as follows:2x4-1 row at 0-9-0 oc. VU C C 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 cS ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� © 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; C!J .j 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 'Ct.' 89200PE t' TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 / - -- Unbalanced snow loads have been considered for this design. I 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. a ` 1)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R_QRE G�N�� 40 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - -,7, iC will fit between the bottom chord and any other members. /^ 4)- 14 2.d P , 9)Refer to girder(s)for truss to truss connections. 0) Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify (�`� �. capacity of bearing surface. 1) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) EXPIRES: 12-31-2019 3=202,9=258,2=596. I 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. April 11,2019 ri•'a , =7.11.7:',— 'A 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,notbill 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 M iTek' 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,seeI ANSI/TPIf 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 b Truss Truss Type Qty Ply 21367-CS K5965172 367-CS ACG1 SPECIAL 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 8 Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:17 2019 Page 2 I D:g7R4ROwV2Ud8SDbO9u_e5ze_dY-PeVAYcJ4xRjfp7ZWOzGOZGecFGv4Jjo_w41 ftszRorS OTES- This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1609 lb down and 268 lb up at -8-2-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. AD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-134,4-7=-134,7-8=-134 I Concentrated Loads(Ib) Vert:1=-1500(F) Trapezoidal Loads(plf) Vert:13=-i6-to-9—216(F=-200) I I I I I I I I I I I I I : ....., A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/0312015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info 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 ANS4TPI1 Quality Criteria,OSB-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 0 b Truss Truss Type Qty Ply 21367-CS K5965173 367-CS ACG2 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:17 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-PeVAYcJ4xRjfp7ZwOzGOZGefyGusJol_w41 ftszRorS I i 3-5-14 6-3-5 3-5-14 2-9-7 0.70 12 Scale=1:17.4 3 4 5 3x6 I I 7x6 = 1 2 8 d, IN N I _ .I 10 11 I 1 MI I, O Io 4x6 = 6 I 3x8 I I 7 0.70 12 I LADING te Offsets(X,Y)-- [3:0-3-0,0-4-12] (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.01 6-7 >999 240 CDL 42.0 Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 4 n/a n/a CLL 0.0 * Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 6-7 >999 240 Weight:36 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins, OT CHORD 2x6 DF 1800F 2.1E except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 DF No.1&Btr FACTIONS. (lb/size) 7=-162/Mechanical,4=980/0-5-8 Max Horz 7=92(LC 7) Max Uplift 7=-523(LC 6),4=-323(LC 7) Max Gray 7=290(LC 25),4=1092(LC 29) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-7=-585/44,3-6=-169/605 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; IIIMWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrentThis rosshaswn otherwer live lfor a 1 ({ttD� P R rr, This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. V oG *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'C(, t� will fit between the bottom chord and any other members. �C3 �‘AG1I'4 /� 7)Refer to girder(s)for truss to truss connections. C,} T Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �✓ '�' 7=523,4=323. 89200PE { Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. r 0)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all , ..a panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads.0 1) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)268 lb down and 45 lb up at 1-10-0,268 lb down and 45 lb up at 1-10-0,and 263 lb up at 0-9-14,and 300 lb up at 0-9-14 on bottom chord. The OREGON design/selection of such connection device(s)is the responsibility of others. 4, 'fit` �Ct � 2 In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back B. /,,, �)' PP O 14, 12 P OAD CASE(S) Standard J RI - iti - Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) EXPIRES: 12-31-2019 Vert:1-2=-134,2-3=-134,3-5=-134,6-7=-16 April 11,2019 ntimiRd on nano 9 __ r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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' iTek' 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/TPII Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS O K5965173 367-CS ACG2 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 3 Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:17 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-PeVAYcJ4xRjfp7ZwOzGOZGefyGusJol_w41 ftszRorS IOAD CASE(S) Standard Concentrated Loads(Ib) Vert:9=563(F=263,B=300)11=-500(F=-250,B=-250) I I I I I I I I I I I I I I I I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-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 R�/� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'y'ilek" 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?Pl1 Quality Criteria,DSB-89 end BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1111111111111Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965174 367-CS II ACG4 MONO SCISSOR 1 G e� Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:18 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-tg3YmxJiilrW RH87xgod6U BmOgDU27Z79kmCPJzRorR -7-5-1 I -6-4-14I 4-9-7 9-3-6 14-0-12 1-0-3 6-4-14 4-9-7 4-5-15 4-9-7 Scale=1:37.9 I0.96 12 5x6 = 3x6 II 6 18 7 8 17 — 3 16 14 15 Ilill m Kr 1 2 w ry JT Y 1 so is �� 21 l � 1'20 3x4 = 4x8 = I 19 13 12 3x4 I I 3x6 = 11 10 0.96 12 I l 4-9-7 9-3-6 14-0-12 4-9-7 4-5-15 4-9-7 late Offsets(X,Y)-- [4:0-5-8,0-6-8],[5:0-3-4,0-4-0] OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.02 11-12 >999 360 MT20 220/195 (Roof Snow=2 2) 4 DL 4Lumber DOL 1.15 BC 0.22 Vert(CT) -0.06 11-12 >999 240 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.00 10 n/a n/a CCLL 0.0 * Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.02 11-12 >999 240 Weight:274 lb FT=20% DL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathingdirectlyapplied or 6-0-0 ocpurlins, PP OT CHORD 2x6 DF 2400E 2.0E*Except* except end verticals. 3-5:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: EBS 2x4 DF Stud/Std*Except* 6-0-0 oc bracing:9-10. 4-13:2x6 DF 1800F 2.1E I EACTIONS. (Ib/size) 10=2156/Mechanical,3=1817/0-5-8,2=2272/0-4-0 Max Horz 3=120(LC 7) Max Uplift 10—385(LC 6),3=-379(LC 10),2=-477(LC 6) Max Gray 10=2264(LC 17),3=1951(LC 17),2=2272(LC 1) I RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 3-4=-123/298,4-5=-2677/439,5-6=-3011/510,7-10=-773/101,4-13=0/574 T CHORD 12-13=-55/337,11-12=-441/2673,10-11=-495/3013 WEBS 5-12=-725/167,5-11=-57/498,6-11=-71/880,6-10=-2984/516,4-12=-406/2502 IOTES- 2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x10-2 rows staggered at 0-3-0 oc,2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 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 co P R Q fi�(� ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. � , C)s Wind:ASCE 7-10;Vult=14Omph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; `� ANG 1 N f© 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 �✓ 5� TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 � �}�}� t� Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ` IThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideOREGON 4./� will fit between the bottom chord and any other members. L Refer to girder(s)for truss to truss connections. i0 'QY 142.-C >� ` 10)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 4 Qj capacity of bearing surface. +r R}�t Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=385,3=379,2=477. EXPIRES: 12-31-2019 2)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 13)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all April 11,2019 panel points alone the Top Chord and Bottom Chord,nonconcurrent with any other live loads. I nti ed on�taoge 2 .. AL WAR IN -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 �R 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 TPIf Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b 0Truss Truss Type Qty Ply 21367-CS K5965174 367-CS ACG4 MONO SCISSOR 1 n L Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:19 2019 Page 2 I D:g7R4 ROwV2Ud8S DbQ9u_e5ze_dY-LOdwzH KKS2zN2 RjJVOJsfhjx83Yj naoH NO W mxlz RorQ IOTES- 4) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1609 lb down and 268 lb up at -7-5-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard I)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-134,4-7=-134,7-8=-134 Concentrated Loads(Ib) Vert:1=-1500(F) I Trapezoidal Loads(plf) Vert:13=-i6-to-9=-266(F=-250) I I I I I I I I I I : . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ler 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 R building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IY1iTeke 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 b Truss Truss Type Qty Ply 21367-CS K5965175 367-CS 0 ACG5 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:19 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-LOdwzHKKS2zN2RjJVOJsfhj?G3ZDnfjHNOW mxlzRorQ 2-6-11 5-7-2 8-4-9 2-6-11 3-0-7 2-9-7 0.70 12 Scale=1:20.3 7x6 = I 6x6 = 3 3x6 II 11 4 5 6 1 2 10 rn 0 •11 I II III iiii NCV N 1 11111b1166' 1111111111111 ri ,- 1 I ilillIllIllihillillIllIllIllLil 3x8 I I CO CO I 3x4 II 8 7 3x8 = I 9 0.70 72 2-6-11 5-7-2 [.. __..2611 3-0-7 I late Offsets(X,Y)-- [4:0-3-0,0-4-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 7-8 >999 360 MT20 220/195 (Roof Snow=25.0)IC Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 8-9 >999 240 DL 42.0 Rep Stress Incr NO WB 0.24 Horz(CT) -0.00 5 n/a n/a CLL 0.0 Code IBC2015/TPI2014 8.0 Matrix-MP Wind(LL) 0.00 8 >999 240 Weight:53 lb FT=20% CDL LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, OT CHORD 2x6 DF 1800F 2.1E except end verticals. EBS 2x4 DF Stud/Std'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-7:2x4 DF No.1&Btr I EACTIONS. (lb/size) 9=630/Mechanical,5=1066/0-5-8 Max Horz 9=95(LC 7) Max Uplift 9=118(LC 6),5=213(LC 10) Max Gray 9=949(LC 25),5=1187(LC 31) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-9=-862/105,2-3=-446/40,3-4=-433/42,4-7=-30/505 EBS 2-8=-65/551,3-8=-393/80,4-8=-51/583 NOTES- irWind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;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 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs © P non-concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GN E , *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'T will fit between the bottom chord and any other members. ,..NN.T al,Refer to girder(s)for truss to truss connections. w o ynn '57 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) C ' 89200P E.a r Bevele 5p213.4 Y Beveled plate or shim required to provide full bearing surface with truss chord at joints)5. 10)This truss has been designed for a moving concentrated load of 250.OIb live and 250.01b dead located at all mid panels and at all Ipanel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. -Y!1) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)268 lb down and 45 lb up at OREGQOREGONCr2-0-0,and 268 lb down and 45 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the L- s 1A. responsibility of others. /,O �'' 14, °,. Q4 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14 Qj F Rift' OAD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 EXPI RES: 12-31-2019 April 11,2019 I ntiniied nn nano 2 �� A 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 verity 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 theI fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/1 Quality Criteria,OSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b 0Truss Truss Type Qty Ply 21367-CS K5965175 367-CS ACG5 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:19 2019 Page 2 I D:g7R4 ROwV2 U d8S DbQ9u_e5ze_dY-LOdwzH KKS2zN2 RjJ VOJsfhj?G3ZDnfj H NO W mxlzRorQ TOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-134,2-4=-134,4-6=-134,7-9=-16 Concentrated Loads(Ib) iVert:13=-500(F=-250,B=-250) I 1 1 I 1 I I I I I I I 1 I A WARNING-Verify 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 mit 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/�IV�'Tek` 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/TPl1 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 21367-CS K5965176 367-CSOb AG SPECIAL 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:20 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-pDBJBdLzDM5EgbIV35g5BvG8HTwVW7FQc2FJTBzRorP 3-2-11 6-9-6 11-10-7 3-2-11 3-6-11 5-1-1 Scale=1:23.2 I 3x6 H 10510 = 6x6 = 1 2 10 3 11 4 5 a o) - `XJ o M di' L N oi � I S111 12 7 13 6 9 8 3x8 = 3x4 II 3x4 I 3-2-11 6-9-6 3-2-11 3-6-11 late Offsets(X,Y)-- [4:0-3-8.0-6-12] ] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 6-7 >999 240 DL 42.0 Rep Stress Incr NO WB 0.16 Horz(CT) -0.00 4 n/a n/a CLL 0.0 * 8.0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) -0.00 7 >999 240 Weight:138 lb FT=20% CDL LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, OT CHORD 2x6 DF 1800E 2.1E except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. THERS 2x4 DF No.1&Btr I EACTIONS. (lb/size) 8=813/Mechanical,4=2208/0-5-8 Max Horz 8=-80(LC 6) Max Uplift 4=-460(LC 5) Max Gray 8=1080(LC 21),4=2208(LC 1) IRCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-8=-850/43,2-3=-423/87,3-4=-423/87,4-6=0/682 BS 2-7=-104/504,3-7=-191/706,4-7=-104/504 NOTES- )2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 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. Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; � �} C ( /Cs 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 Co �kkGI I'M /� 4)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 ',N.,7r �j IThis truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 89200PEy'1, non-concurrent with other live loads. ct" , Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j; ,.j '*. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �i� Iwill fit between the bottom chord and any other members. "" (r Refer to girder(s)for truss to truss connections. ,}_OREGON 44, Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ��-�� fib` h. 4=460. 'V 'Irk 14, i0 t- 11)This truss has been designed for a moving concentrated load of 250.01b live and 250.01b dead located at all mid panels and at all /)y „call?, Ipanel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Y( R t Girder carries tie-in span(s):8-0-0 from 0-0-0 to 6-9-6 Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. EXPIRES: 12-31-2019 LOAD CASE(S) Standard April 11,2019 ntinued on oaae 2 I A 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 propedy 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` mi 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 ANSIITPII 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 21367-CS L K5965176 67-CSlir AG SPECIAL 1 n Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:20 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-pDBJBdLzDM5EgbIV35g5BVG8HTW V W7FQc2FJTBzRorP ODAD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) 1 Vert:1-2=-134,2-5=-134,6-9=-232(F=-216) I I I I 1 I I I I I I I 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-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'mit 250 Klug Circle 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Truss Truss Type Qty Ply 21367-CS 11 K5965177 67-CS AGA SPECIAL 1 �f L Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:21 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9ue5ze_dY-I PIhOzMb_gD5lksidpLKk6pNQtHfFbnari?s0ezRor0 2-7-2 4-7-2 2-7-2 2-0-0 1 23x6 I I 3 4 Scale=1:15.6 8 _ W 0 I NI WLI.M pm= N el aD a iii. Ir 4x4 = 9 53x4 II 7 II 6 2-7-2 I 2-7-2 I ate Offsets(X,V)-- [3:0-3-8.0-6-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 5 >999 240 iDL 42.0 Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 3 n/a n/a LL 0.0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 6 240 Weight:54 lb FT=20% DL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, T CHORD 2x6 DF 1800F 2.1E except end verticals. EBS 2x4 DF Stud/Std`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 DF No.1&Btr EACTIONS. (lb/size) 6=-92/Mechanical,3=739/0-5-8 Max Horz 6=-80(LC 4) Max Uplift 6=-149(LC 14),3=-214(LC 5) Max Gray 6=528(LC 21),3=968(LC 23) tRCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . P CHORD 2-6=-510/168,3-5=-65/513 TES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: 1 Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 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. Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MW FRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate P R aF�cS grip DOL=1.60 G((vE C t` 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 �GJ �� `Sj 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ,C? non-concurrent with other live loads. ( gg2{}�}P� Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ''r' will fit between the bottom chord and any other members. - `%. ' • Refer to girder(s)for truss to truss connections. Q Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=lb) -yrt A_OREGON DN. to j 6=149.3=214. 11)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all ,,b �- 1 4 r 20 Q` panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. V ) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 'R R LA- EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.1! - r Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t 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 Nu fvliTek° 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?P11 Quality I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Corona,CA 92880 Truss Truss Type Qty Ply 21367-CS K5965175 367-CS AGA2 SPECIAL 1 e� G Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:21 2019 Page 1 I D:g7R4 ROwV2Ud8SDbQ9u_e5ze_ 2-0- dY-I PIhOzMb_gD5IksidpLKk6pNKtF?Fbpari?sOezRorO 4-1-4 4-1-4 2-0-04 I 1 23x6 I I3 4 Scale=1:15.4 8 _ I0 Ii p I p .1 W Pitr,111 Wl m N ob I 111 0 9 10 4x6 = 53x4 II 7 1 6 4-1-4 4-1-4 ite Offsets(X,Y)-- (3:0-3-8.0-6-12] a ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 5-6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.01 5-6 >999 240 DL 42.0 Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 3 n/a n/a CLL 0.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 5-6 >999 240 Weight:74 lb FT=20% CDL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, T CHORD 2x6 DF 1800F 2.1E except end verticals. EBS 2x4 DF Stud/Std`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 DF No.1&Btr FACTIONS. (Ib/size) 6=1956/Mechanical,3=924/0-7-4 Max Horz 6=-80(LC 4) Max Uplift 6=-389(LC 4),3=-299(LC 5) Max Gray 6=2037(LC 16),3=1095(LC 23) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-594/52,3-5=-14/632 tTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: • Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc. illBottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 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 y ns haedire loaor , hwiced Wplind:connectioASCE 7-10;ve Vultbe=14Omphnprovided(3-secondtost gust)ibutonly Vasd=1ds11 mph;noted TCDLas(F)=4.2psf;(B) BCDLunless=ot4.8pserf;hise=25ndift;atCat..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 ® PR F� grip DOL=1.60 '` GCNg- C �r )TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 �GJ �� A Q 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs C'1 non-concurrent with other live loads. 8��G�}dPf^ Provide adequate drainage to prevent water ponding. o This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 E *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide4110 will fit between the bottom chord and any other members. �� ' _. ._-- I1A.Refer to girder(s)for truss to truss connections. Q L Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -7 OREGON ,,.. 6=389,3=299. f40 (�ti )This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all 14 o 2- v panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 43 II) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r�R t t..\- Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)545 lb down and 91 lb up at 1-3-0,and 1609 lb down and 268 lb up at 0-5-8 on bottom chord. The design/selection of such connection device(s)is the EXPIRES: 12-31-2019 responsibility of others. April 11,2019 AD CASE(S) Standard :ntiliaadwtmlatevirify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1 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 !Ariel('building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYi;EekR 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/TPII 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 b Truss Truss Type Qty Ply 21367-CS K5965178 367-CS AGA2 SPECIAL 1 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:21 2019 Page 2 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-I PIhOzMb_gD5lksidpLKk6pNKtF?Fbpari?sOezRorO IAD CASE(S) Standard Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-134,2-3=-134,3-4=-134,5-7=-16 I Concentrated Loads(Ib) Vert:6=-1500(F)9=-508(F) I 1 1 I I I I I 1 I I I 1 t : ONION A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MII 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/1P/1 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 21367-CS K5965179 067-CS AGA3 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 8 Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:22 2019 Page 1 I D:g7R4ROwV2Ud8S DbQ9u_e5ze_dY-m bJ 3cJ N D IzLyvu RuAW sZG KLXAHa9_2yj4MkQY4zRorN 4-1-4 i 6-1-4 I 4-1-4 2-0-0 1 2356 I I 3 4 Scale=1:15.5 8 i ; i., _ v 0 111 ■ '■, 111 I. o , N o 411111111 I 9 4x6 = 53x8 II 7 I 6 4-1-4 It 4-1-4 ate Offsets(X,Y)-- [3:0-3-8,0-6-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 5-6 >999 360 MT20 220/195 Roof Snow=25.0) Roof DOL 1.15 BC 0.23 Vert(CT) -0.01 5-6 >999 240 DL 42.0 Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 3 n/a n/a CLL 0.0 * 8.0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 6 "" 240 Weight:37 lb FT=20% DL LUMBER- BRACING- RD CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, T CHORD 2x6 DF 1800F 2.1E except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 DF No.1&Btr IEACTIONS. (lb/size) 6=109/Mechanical,3=762/0-7-4 Max Horz 6=80(LC 4) Max Uplift 6=-59(LC 4),3=-270(LC 5) • Max Gray 6=623(LC 24),3=987(LC 28) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-594/52,3-5=-19/524 tTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;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 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Provide adequate drainage to prevent water ponding.I ®fiThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide J- , G t N E ` ss/ will fit between the bottom chord and any other members. t� 7)Refer to girder(s)for truss to truss connections. ,C?` c, 7 ?/ Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) - 8� �� t, 3=270. This truss has been designed for a moving concentrated load of 250.01b live and 250.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. gyp' 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. `/' OREGON�t , ic /} l}- 14 2© �„—�— ' RRtL\- ' EXPIRES: 12-31-2019 April 11,2019 I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. 11 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 NM �/�;� ke building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �� IV II e 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?P/f 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 21367-CS K5965180 367-CS AJ2 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:31 2019 Page 1 ID:g7R4ROwV2Ud8SDbO9u_e5ze_dY-?KMTUOUsekTgU HddCvXg8DD3dveJb7828FQOM2zRorE I 1-2-0 2-7-15 7-6-0 I I 1-2-0 1-6-0 4-10-1 1 3x6 II Scale=1:15.6 2 8 3 9 10 11 4 I10x10 = X a b N I W I 12 7 3x6 = 53x6 II 11 6 2-7-15 7-6-0 I 2-7-15 I 4-10-1 late Offsets(X,Y)-- [3:0-3-8,0-6-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 5-6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.01 5-6 >999 240 420 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a tDL DL 8.0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 6 "" 240 Weight:37 lb FT=20% LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, T CHORD 2x4 DF No.1&Btr Otexcept end verticals. EBS 2x4 DF Stud/Std`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 DF No.1&Btr IEACTIONS. (lb/size) 4=291/Mechanical,6=-30/Mechanical,3=769/0-5-8 Max Horz 6=-84(LC 8) Max Uplift 4=-79(LC 9),6=-214(LC 28),3=-244(LC 9) Max Gray 4=683(LC 29),6=564(LC 30),3=1007(LC 28) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-528/233,3-5=-62/514 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-5-4 zone;cantilever left and right Itexposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. { PR This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L ® V fi will fit between the bottom chord and any other members.4 �� (V Cry Refer to girder(s)for truss to truss connections. 'T Q 7)Refer to girder(s)for truss to truss connections. C? �/ IProvide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) �� $� d�PI= '��, 6=214,3=244. This truss has been designed for a moving concentrated load of 250.0Ib live and 250.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. /� '� ,.r / 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Ais f� w .,..,, OREGON t,,, G/ id y- 14, 2a -}- A. P i ikTFI RIO- EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. fli 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 Mil 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 ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS 1<5965181 367-CS 0 AJ3 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:34 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-Pv1 b7QW IwfsFLkMBt14NIsrZo6bpoUiUgDf2zNzRorB I 3-11-4 8-9-5 3-11-4 I 4-10-1 Scale=1:17.5 3x6 I I 10x10 = 1 2 8 9 3 10 11 4 0 N co 7 3x6 = 12 3x6 II 6 T 3-11-4 8-9-5 I 3-11-4 4-10-1 late Offsets(X,Y)-- [3:0-3-8,0-6-12j ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.03 5-6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.06 5-6 >642 240 42.0Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 4 n/a n/a IrDL LL 0.0 * Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 6 ""` 240 Weight:44 lb FT=20% DL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS11) TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5:2x4 DF No.1&Btr EACTIONS. (lb/size) 4=292/Mechanical,6=151/Mechanical,3=778/0-5-8 Max Horz 6=-84(LC 8) Max Uplift 4=-79(LC 9),6=-41(LC 8),3=-218(LC 9) Max Gray 4=683(LC 29),6=651(LC 25),3=997(LC 27) tRCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . P CHORD 2-6=-622/58,3-5=-20/524 TES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 111 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-8-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. {I P R ore * ,6,_o truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L �} Q i. will fit between the bottom chord and any other members. cJ, �� v 6)Refer to girder(s)for truss to truss connections. , T a 7)Refer to girder(s)for truss to truss connections. ,C? Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,6 except(jt=lb)8. �„ 89200P E T,, .17 This truss truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. s 4 . 1Z- 17/.--. 41'OREGON 40 A. /4} .41' 14, 2° P4 PRO- IEXPIRES: 12-31-2019 April 11,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.k® �R Design valid for use only with MiTeconnectors.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 T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Tel(' 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 ANSUTPIf Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965182 0367-CS AJ4 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 3 Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:35 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-t5bzKlXNhz_6zuxORlbc13Okb WsMXxVd3tOcVgzRorA 255 529 10-0-10 2-5-5 2-9-5 4-10-1 Scale=1:19.9 t 3x6 H 5x6 = 3x12 II 1 2 9 3 10 11 4 12 13 5 I. v 1 y o ! k < ,... ‘:,5"' N 8 3x6 = 14 6 6x6 = I 7 5-2-9 10-0-10 5-2-9 4-10-1 late Offsets(X,Y)-- [4:0-6-12,0-0-8] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.08 6-7 >682 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.17 6-7 >314 240 42.0Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a CLL 0.0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 7 >999 240 Weight:53 lb FT=20IrDL DL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-6:2x4 DF No.1&Btr EACTIONS. (lb/size) 5=289/Mechanical,4=845/0-5-8,7=278/Mechanical Max Horz 7=-84(LC 8) Max Uplift 5=-79(LC 8),4=-220(LC 9),7=-60(LC 8) Max Gray 5=681(LC 31),4=1048(LC 36),7=722(LC 25) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-7=-670/66,4-6=-21/542 EBS 3-7=-263/104,3-6=-263/82 NOTES- Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-11-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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=1.10 Provide adequate drainage to prevent water ponding. P Rn This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 01Q-' *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � � - , will fit between the bottom chord and any other members. Co 'T (�7 6)Refer to girder(s)for truss to truss connections.? �� Refer to girder(s)for truss to truss connections. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,7 except Qt=lb) + 2OO ` 44 ,Th220. istr )This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all '• - panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. w I )Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. a 47 (t OREGON 4/ [r♦0 -93- 14, 2P 4`�` i `PT r% EXPIRES: 12-31-2019 April 11,2019 NOME A 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,note 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/TPII 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 b Truss Truss Type Qty Ply 21367-CS K5965183 367-CS AJ5-D SPECIAL 1 n L Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:36 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-LI9MY5X?SH6zb2Wa?S6rrHwxbwMjGNBnIX892GzRor9 I 3-2-11 6-9-6 I 3-2-11 3-6-11 Scale=1:18.2 6x6 = 3x6 II 10x10 = 1 2 8 3 9 4 e m 0 N I L • ♦��♦111111111♦ • •�� . .�� . •.��♦ ♦♦1111111♦♦111111♦♦111111111♦♦11♦♦11♦♦11♦• ::"�♦♦♦♦•♦♦:♦�•••••••••�♦•♦♦1♦ 1.5x4 H 3x8 = 1.5x4 II 7 10 6 11 5 3-2-11 6-9-6 3-2-11 3-6-11 late Offsets(X,Y)-- [4:0-3-8,0-6-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.01 5-6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.02 5-6 >999 240 420 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a LL 0.0 ' Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 6 **** 240 Weight:94 lb FT=20IDL DL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-5:2x4 DF No.1&Btr IEACTIONS. All bearings 6-3-14 except(jt=length)4=0-5-8. (Ib)- Max Horz 1=-118(LC 30) Max Uplift All uplift 100 lb or less at joint(s)7,5 except 1=-221(LC 32),4=-309(LC 31),6=-133(LC 30) Max Gray All reactions 250 lb or less at joint(s)except 7=591(LC 71),1=544(LC 62),5=518(LC 73),4=597(LC 66),6=863(LC 72) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-7=-256/71,2-3=-425/435,3-4=-396/406 OT CHORD 6-7=-411/414,5-6=-400/401 WEBS 3-6=-753/189,4-6=-496/489,2-6=-491/484 R'OTES- 2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x10-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. r� 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 ��U PR Q 't^ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. <, C tS'r it Wind:ASCE 7-10;Vult=14Omph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; ,, 1*�GINE -rCL� �© MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-2-11,Interior(1)3-2-11 to 6-2-2 zone;cantilever left and right C? T Iexposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate 4✓ ' grip DOL=1.60 4t 89200PE r TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Provide adequate drainage to prevent water ponding. ` 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' - ,; - •Y IThis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. yi OREGON44, Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,5 except(jt=lb) - 4 , Oft" A 1 his 4=309, d. �� O 14, 9)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all 41 panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. R ILA This truss has been designed for a total drag load of 125 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-3-14 for 125.0 plf. EXPIRES: 2-31 ) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. April 11,2019 A 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 MiTekE 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 kk� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I1�I iTek` 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 TP/1 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 21367-CS 1: K5965184 67-CS AJ7 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 8 Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:37 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-gUjkIRYdDaEpCC5mZAd4N UT4pKiR?r3W W BtjaizRor8 2-4-15 2-4-15 8-6-15 6-2-0 10-1-11 -6-12 1-6-12 Scale=1:20.8 1.00 112 I . 1 10 10x10 = 4 11 12 13 14 5 6 1 11 IIIN V I M ° oI- 8x8 = Ainrir- - 0 0 it 2 3 0o IIIm o 15 ■ 9 3x6 = 8 3x6 11 1 1.00 112 2-4-15 1 2-4-15 I late Offsets(X,Y)-- [3:0-4-0.0-6-6] ADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 7-8 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.01 7-8 >999 240 'CDL 42.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a DL 8,0 Code 1BC2015/TP12014 Matrix-MP L Wind(LL) -0.00 8 >999 240 Weight:481b FT=20% LUMBER- BRACING- P CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, T CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7:2x4 DF No.1&Btr 1 EACTIONS. (lb/size) 8=-55/Mechanical,4=835/0-5-8,5=607/0-4-0 Max Horz 8-101(LC 10) Max Uplift 8=-271(LC 33),4=-222(LC 15),5=-197(LC 11) Max Gray 8=546(LC 37),4=1096(LC 33),5=880(LC 36) tRCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-8=-511/288,3-7=-76/511 TES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-1-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs R� F non-concurrent with other live loads. t C , This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,..„•• V' �,AGt NE.. .. �/2 will fit between the bottom chord and any other members. �? / Refer to girder(s)for truss to truss connections. 07 r�1Jo 4. Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify s. ,- capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(t=1b) 401,,e- e.,........c..•� 8=271,4=222,5=197. r� ' Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5. wi04- This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all OREGON („(f panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. �` �.d�,Iy 74 24- � RRILL` IEXPIRES: 12-31-2019 April 11,2019 r_- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 1 iTek" 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 ANSITPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965185 p367-CS AJ8 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:38 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-IgH6ynZF_uMggMgz6t9Jwi0FXk?KkGf4IrdG68zRor7 5-6-9 11-8-9 13-3-5 5-6-9 6-2-0 1-6-12 Scale=1:26.2 I 1.00 b2 6x6 = 1 2 11 12 13 5 14 15 6 limp. — or o 0 gr IcIA 4 0 ' - n o ' _ 10x10 = `-. 0 16 . _ iiil MI am Mama 17 10 9 8 1.5x4 11 3x8 = 3x6 II 1.00 112 I I 2-7-4 5-6-9 2-7-4 2-11-4 Ite Offsets(X,Y)-- [3:0-3-0,0-2-0],[4:0-4-0,0-6-6] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 8-9 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.02 8-9 >999 240 CDL 42.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 5 n/a n/a LL 0.0 * Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 9 >999 240 Weight:71 lb FT=20% DL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, T CHORD 2x4 DF No.1&Btr BRACING- OP end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. THERS 2x4 DF No.1&Btr EACTIONS. (Ib/size) 5=934/0-5-8,10=318/Mechanical,6=602/0-4-0 Max Horz 10=-108(LC 10) Max Uplift 5=-220(LC 15),10=-56(LC 11),6=-197(LC 11) Max Gray 5=1099(LC 37),10=740(LC 29),6=877(LC 38) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-10=-724/178,2-3=-287/51,3-4=-327/42,4-5=-7/263,4-8=-29/514 EBS 3-9=-367/81,4-9=-26/348,2-9=-122/393 NOTES- )Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 4-2-15,Interior(1)4-2-15 to 13-3-5 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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=1.10 Unbalanced snow loads have been considered for this design. I `'r�{ P R F� is`r This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs TC.�} non-concurrent with other live loads.This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. `co �Gl Ns • /4 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CO I will fit between the bottom chord and any other members.I $92C}OP E �� Refer to girder(s)for truss to truss connections. Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ,�i 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) / �. 5=220,6=197. I Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. y OREGON t(l CC This truss has been designed for a moving concentrated load of 250.0Ib live and 250.01b dead located at all mid panels and at all � �Y r ©� h. panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. d 2. �j1 4 tx RILA- i EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. r 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 ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 0b Truss Truss Type Qty Ply 21367-CS K5965186 367-CS AJ9 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:39 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-m5gUA7atICUXSW F9gbgYSvYQK7HATgLD_VMpebzRor6 4-2-1 I 8-8-3 14-10-3 I 16-4-15 4-2-1 4-6-1 6-2-0 1-6-12 Scale:3/8"=1' 1.00 112 6x6 = 1 2 11 12 5 - 13 14 15 6 7 all 111.11. IN Io Io 4 10x10 N .! ...d1.... I i co 3x4 --= 16 3x8 = 17 10 9 8 3x6 II 1.00 112 I 4-2-1 8-8-3 4-2-1 4-6-1 late Offsets(X,Y)-- [3:0-3-0,0-2-0],[4:0-4-0,0-6-8] OADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.04 8-9 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.09 8-9 >999 240 42.0 Rep Stress Incr YES WB 0.32 Horz(CT) -0.00 5 n/a n/a IDL LL 0.0 * Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 9 >999 240 Weight:93 lb FT=20% DL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS0 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. THERS 2x4 DF No.i&Btr IEACTIONS. (lb/size) 5=1164/0-5-8,10=576/Mechanical,6=584/0-4-0 Max Horz 10=-114(LC 10) Max Uplift 5=-257(LC 15),10=-105(LC 11),6=-193(LC 11) Max Gray 5=1267(LC 22),10=901(LC 29),6=865(LC 38) 10 ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-10=-876/197,2-3=-688/116,3-4=-721/101,4-5=-17/315,4-8=-20/524 EBS 3-9=-581/138,2-9=-178/792,4-9=-68/729 NOTES- )Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 4-2-1,Interior(1)4-2-1 to 16-4-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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=1.10 Unbalanced snow loads haveebeen consideredf mifor this design. �� P R fi��s This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �} Q non-concurrent with other live loads. G t N . I This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widec?„ .j, Iwill fit between the bottom chord and anyother members. Refer to girder(s)for truss to truss connections. Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify / /� capacity of bearing surface. / _ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) _/ (A 5=257,10=105,6=193. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6. -y OREGON 4, This truss has been designed for a moving concentrated load of 250.01b live and 250.OIb dead located at all mid panels and at all 4- �9 4A, A panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. �' 1 4, 2 IPRO- EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify 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 t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T MIMI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tek" mi 250 Klug Circle 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 TP/1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Truss AJ10 Truss Type MONO SCISSOR Qty Ply 21367-CS K5965187 367-CS 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:23 2019 Page 1 ID:g7R4ROwV2Ud8SDb09u_e5ze_dY-EntRpfNrW HTpX204kDNopXuhJhrTjSIslOUz4WzRorM -7-8-12 -6-2-0 3-10-13 7-5-9 1-6-12 6-2-0 3-10-13 3-6-13 Scale=1:30.1 I 1.00 12 3x6 II 16 6 7 3 15 12 13 14 1 NIB 2 Z V lf 4 IIII N C 'j 1 M isoommori r MIN 4 3x4 = a 18 17 3x8 = 0 11 10 9 3x6 I I 1.00 12 I 3-10-13 7-5-9 3-10-13 3-6-13 late Offsets(X,Y)-- [4:0-3-8,0-6-4],[5:0-2-12,0-4-0] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.03 10-11 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.06 10-11 >999 240 DL 42.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.00 9 n/a n/a CLL 0.0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 10 >999 240 Weight:84 lb FT=20% CDL 8.0 LUMBER- BRACING- P CHORD 2x10 DF SS EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. HERS 2x4 DF No.i&Btr IEACTIONS. (lb/size) 9=487/Mechanical,3=1064/0-5-8,2=595/0-4-0 Max Horz 3=112(LC 11) Max Uplift 9=-90(LC 10),3=-236(LC 14),2=-i96(LC 10) Max Gray 9=827(LC 34),3=1187(LC 30),2=872(LC 35) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 3-4=-192/297,4-5=-563/103,6-9=-669/66,4-11=-24/520 OT CHORD 9-10=-45/528 EBS 5-10=-227/265,5-9=-592/83,4-10=-82/580 OTES- Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-7-8-12 to-4-8-12,Interior(1)-4-8-12 to 7-5-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ITCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 fifi Unbalanced snow loads have been considered for this design. O Q This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs .c1/4 � cv non-concurrent with other live loads. .l T 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NJ �y r 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 8g2�aP '� will fit between the bottom chord and any other members. Refer to girder(s)for truss to truss connections. ••• / Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify r J capacity of bearing surface. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) 3=236,2=196. OREGON 4,/CC' Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. f1 fids fly© +t• )This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all 7 Q panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. V Fri`R I EXPIRES: 12-31-2019 April 11,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mean 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 �A T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IV I i lei 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 ANS4TPII Quality Criteria,DSB-89 and BCS/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 AJI1 Truss Type SPECIAL Qty 1 1 Ply 21367-CS Job Reference(optional) K5965188 367-CS Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:24 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-i_Qp0?OTHbbg9CbGlxvlMIRgX4JJSygOXgDWdyzRorL 1-4-9 I 3-1-9 1-4-9 1-9-0 3x12 H 3x12 II Scale=1:15.8 1 2 3 4 I a m 0 I • N I m 1 1 3x12 II 53x4 II 7 $ 6 1-4-9 1-4-9 late Offsets(X,Y)-- [3:0-6-12,0-0-8] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TILL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 6 >999 240 DL 42.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a CDL 8,0 Code IBC20151TPI2014 Matrix-MR Wind(LL) -0.00 6 >999 240 Weight:17 lb FT=20% LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 1-4-9 oc purlins, OT CHORD 2x6 DF 1800E 2.1E except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-5:2x4 DF No.1&Btr IEACTIONS. (lb/size) 7=-427/Mechanical,3=859/0-5-8 Max Horz 7=-80(LC 8) Max Uplift 7=-447(LC 18),3=-300(LC 9) Max Gray 7=243(LC 25),3=1041(LC 27) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-364/649,3-5=-190/373 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right 4 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Provide adequate drainage to prevent water ponding. • � fi This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �} *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �s\,(,. �?t - 6'6' will fit between the bottom chord and any other members. jJ h 7)I Refer to girder(s)for truss to truss connections. �/C? `T a Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) $�ZQQP �, 7=447,3=300. This truss has been designed for a moving concentrated load of 250.01b live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ` ' ct- - ,,OREGON�� X40 ?FR R 1 L�- EXPIRES: 12-31-2019 April 11,2019 A 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 MiTekE 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 Frlot ei(' 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 ANSUTP/f 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 b Truss Truss Type Qty Ply 21367-CS K5965189 367-CS AJ12 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:24 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-i_Qp0?OTHbbg9CbGlxvl MIRsr4H1 SyvoXgDWdyzRorL 3xfi 1-10-9 3-7-9 1-10-9 1-9-0 10x10 = 1 Scale=1:15.7 2 8 3 4 1 1 d i _ * o N I I 1 9 53x6 II 7 3x4 = I 6 1-10-9 1/ 1-10-9 late Offsets(X,Y)-- [3:0-3-8,0-6-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.00 5-6 >999 240 DL 42.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 3 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MS Wind(LL) -0.00 6 >999 240 Weight:21 lb FT=20% CDL 8.0 LUMBER- BRACING- tTOPOP CHORD 2x10 DF SS CHORD Structural wood sheathing directly applied or 1-10-9 oc purlins, T CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-5:2x4 DF No.1&Btr I EACTIONS. (lb/size) 7=-197/Mechanical,3=704/0-5-8 Max Horz 7=84(LC 8) Max Uplift 7=-229(LC 18),3=-227(LC 9) Max Gray 7=385(LC 25),3=945(LC 27) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-463/291,3-5=-47/471 tTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-7-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Inon-concurrent with other live loads. Provide adequate drainage to prevent water ponding. n_O P R QFe This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. \.r`t{,Yi�tAl �� 6' *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 will fit between the bottom chord and any other members. �} 7 1j Refer to girder(s)for truss to truss connections.0 �✓ F' Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 89200P E 7=229,3=227. .' This truss has been designed for a moving concentrated load of 250.OIb live and 250.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. `® )Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. CII 11 4 OREGON�Ix �.rv� '`O '1k14, 2° �4 4/in' R11_'- 6 PEXPIRES: 12-31-2019 April 11,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NotDesign 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 �a building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI iTE'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 TPl1 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 b Truss Truss Type Qty Ply 21367-CS O K5965190 367-CS AJ13 SPECIAL 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:25 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-AA_BELP52ujW mMATseQGuyzOFUckBPL9mJz49PzRorK I I 2-7-24-7-2 2-7-2 2-0-0 1 3x6 I I 7x6 = Scale=1:15.6 2 9 3 4 10 5 Im 0 N co Z 11 3x4 = 63x6 II 8 M 7 2-7-2 2-7-2 late Offsets(X,Y)-- [3:0-3-0,0-4-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.01 6-7 >999 240 CDL 42.0 Rep Stress lncr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a CLL 0.0 I CDL 8,0 * Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.00 7 >999 240 Weight:26 lb FT=20% LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 DF No.1&Btr IEACTIONS. (lb/size) 8=36/Mechanical,4=609/0-5-8 Max Horz 8=-84(LC 8) Max Uplift 8=-55(LC 8),4=-240(LC 9) Max Gray 8=532(LC 25),4=886(LC 29) 4 ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 2-7=-599/43,3-6=0/528 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 0 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-7-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. R Fr Provide adequate drainage to prevent water ponding.4 11;.°G ® Q c This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t� *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Cj� ��t NE �/© will fit between the bottom chord and any other members. �? �/ Refer to girder(s)for truss to truss connections.0 ��✓ P ->„- Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except Qt=lb) 9240 4=240. This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. '� .-- Cr I - ,OREGON qtr iO y14, 2- ,4 EXPI RES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. 1MM MI aDetrusgsvyaslitdemfo.r BuoorenlyuswitthheMi ®cgodnenseigctnoersr.mTuhsits vdeerisfiy tnhies abapselicy upon piagrnampaertaemrsestehroswann,danpdroipsefrloyr ancoinrpodivridatueatl hbisudeinsgcnonmtpotenot,venaotl l 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?PII Quality Criteria,DSB-89 and BCS/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 21367-CS K5965191 367-CS AJ13-D SPECIAL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:26 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-eMYaRhQjpCrNOW IfPMxVRAW DUuxowp5J_zjdhrzRorJ 2-7-2 4-7-2 2-7-2 2-0-0 1 3x6 6x6 = Scale=1:15.6 - 95 I 1V41 M; CV 3x4 = 1.5x4 II 7 10 6 2-7-2 2-7-2 'FADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP LL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.01 6-7 >999 240 TCDL 42.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 6 n/a n/a LL 0.0 Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 7 "" 240 Weight:26 lb FT=20% CDL 8.0 UMBER- BRACING- TOP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 DF No.1&Btr REACTIONS. All bearings 1-11-14 except(jt=length)4=0-5-8. I (Ib)- Max Horz 1-126(LC 31) Max Uplift All uplift 100 lb or less at joint(s)1 except 6=-i93(LC 56),7=-322(LC 37),4=-398(LC 34) Max Gray All reactions 250 lb or less at joint(s)except 1=542(LC 63),6=422(LC 72),7=500(LC 71),4=947(LC 69) RCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-3=-348/352 T CHORD 6-7=-251/252 EBS 3-7=-515/515 OTES- Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-7-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ITCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 P�f^� This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs iG� Vx non-concurrent with other live loads. G t l t1'�0 4)Provide adequate drainage to prevent water ponding. CJ 'T 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �✓, $��Q�PE �, will fit between the bottom chord and any other members. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 6=193,7=322,4=398. ''' 8)This truss has been designed for a moving concentrated load of 250.0Ib live and 250.0Ib dead located at all mid panels and at all L I AIIIIII panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. This truss has been designed for a total drag load of 155 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag OREGON t1, loads along bottom chord from 0-0-0 to 1-11-14 for 155.0 plf. 1°7CC rf9 �'ti PRO- 1 EXPIRES: 12-31-2019 April 11,2019 A 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 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/TPII 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 'I Ob Truss Truss Type Qty Ply 21367-CS K5965192 367-CS AJ14 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:27 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-6Z6yfOQMaWzEOgKrz3SkzN3Lil IzfJcSDdSBDHzRorl 1-11-11 3-11-11 1-11-11 2-0-0 1 3x12 I I 10x10 = Scale=1:15.7 2 8 3 4 I Tr rn 0 I _ N N CO i L . 9 53x6 I I 7 6x6 .-- 1 1 6 I 1-11-11 _----1 1-11-11 late Offsets(X,Y)-- [3:0-3-8,0-6-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 5-6 >999 240 DL 42.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MS Wind(LL) -0.00 6 >999 240 Weight:22 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-5:2x4 DF No.1&Btr EACTIONS. (lb/size) 7=-326/Mechanical,3=878/0-7-4 Max Horz 7=-84(LC 8) Max Uplift 7=-357(LC 18),3=-272(LC 9) Max Gray 7=304(LC 25),3=1054(LC 27) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-368/450,3-5=-82/447 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; ilMWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 4non-concurrent with other live loads. Provide adequate drainage to prevent water ponding. ��[� P R(�� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �, t *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Gj� G N lily s/® will fit between the bottom chord and any other members. @1 ''T7 / Refer to girder(s)for truss to truss connections. 5� Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �G"f{}{}� f 7=357,3=272. This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all Iij ./ panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. !_. . ..rl 'r ) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. OREGON 40 ' RRtL\-4'�` , IEXPIRES: 12-31-2019 April 11,2019 I A 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 verity the applicability of design parameters and properly incorporate this design into the overall R building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1V1ilek/ 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 ANSUTP/1 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 b Truss Truss Type Qty Ply 21367-CS K5965193 367-CS 0 AJ15 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:27 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-6Z6yfOQMaWzEOgKrz3SkzN3MDIK5fJUSDdSBDHzRorl I I 1-10-3 3-9-7 1-10-3 1-11-4 1.00 - Scale=1:17.4 10x12 = 3 9 4 i 1 2 8 a rn 0 11 gifallW= I r` N 111 N. III NO •I ;` II 0 6 6x6 = 5 7 3x6 II S1.00 12 1-10-3 1-10-3 late Offsets(X,Y)-- [2:0-1-12.0-0-0],[2:0-3-4.0-7-4],[6:0-3-0.0-4-0] ] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 6 >999 240 420 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a IDL LL 0.0 * Code IBC2015ITPI2014 Matrix-MS Wind(LL) -0.00 6 >999 240 Weight:22 lb FT=20% DL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 1-10-3 oc purlins, OT CHORD 2x6 DF 1800E 2.1E except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-5:2x4 DF No.1&Btr EACTIONS. (lb/size) 7=-361/Mechanical,3=886/0-7-4 Max Horz 7=93(LC 11) Max Uplift 7=-389(LC 20),3=-303(LC 11) Max Gray 7=282(LC 29),3=1059(LC 31) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-6=-348/499,3-5=-116/421 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; itMWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-9-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 76: This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 0 �pP non-concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� �Ns�© *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Gj T will fit between the bottom chord and any other members. C t^ /- 0 Refer to girder(s)for truss to truss connections. �J " ' Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9L OP 7=389,3=303. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 10)This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 42014' 4OREGON b� A ' '0 ' 14, 2,a �4 `PTNRtL\- EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. II kil, 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 MilQk6 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/TPII 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 b Truss Truss Type Qty Ply 21367-CS K5965194 367-CS AJ16 MONO SCISSOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 S Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:28 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-algKsMR_Lp55dpv2XnzzWbbYwiaNOjGcSHCkmkzRorH 6-9-01 -6-2-0 3-8-5 6-5-15 6-110-15 � 0-7-0 6 2-0 3-8-5 2-9-9 0-5-0' Scale=1:27.2 1.0012 6x6 = 16 6 7 15 I 3 14 2 12 13 - 1 11111 MI IMO IMO r•N Q N NW- 4 10x10 = ccn : ' .1.51.11 -A 18 Ia 17 3x8 = 1.5x4 II 10 9 8 3x6 II 1.00 12 3-8-5 , 6-10-15 3-8-5 3-2-9 late Offsets(X,Y)-- [4:0-3-8,0-6-3],[5:0-3-0,0-2-0] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 9-10 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.04 9-10 >999 240 DL 42.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 8 n/a n/a CLL 0.0 Code IBC20151TPI2014 Matrix-MP Wind(LL) 0.00 9 >999 240 Weight:77 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS0 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. THERS 2x4 DF No.1&Btr IEACTIONS. (Ib/size) 3=1075/0-7-4,8=417/Mechanical,2=433/0-4-0 Max Horz 3=100(LC 11) Max Uplift 3=-239(LC 14),8=-79(LC 10),2=-133(LC 10) Max Gray 3=1192(LC 36),8=779(LC 44),2=770(LC 35) SoORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 4-5=-460/78,5-6=-430/85,6-8=-758/91,4-10=-28/529 EBS 5-9=-488/67,6-9=-56/536,4-9=-60/492 NOTES- Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; ) ; MWFRS(envelope)gable end zone and C-C Exterior(2)-6-9-0 to-3-9-0,Interior(1)-3-9-0 to 6-10-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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=1.10 Unbalanced snow loads have been considered for this design. 0 This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs � �t.D P afik- SSnon-concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NG I N.E,�. /Cy 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,,,N."t Iwill fit between the bottom chord and any other members. $7� Refer to girder(s)for truss to truss connections. 89200P Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. l j..,/" 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb) • :► 1 3=239,2=133. I Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. -S7 OREGON to )This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all 0 CC 4.- Qa panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. +} 1 4 2. �`i- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 111 Qj Fai ILA' I EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965195 367-CS 0 AJ17 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:29 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-3xEi4iSc67DyFzUE5UUC3o8km5?j7Cp1hxxHlAzRorG 1-7-6 I 3-4-6 1-7-6 1-9-0 Scale=1:15.7 1 7 2 3 4 Im U. .1.111 I ■ , ► ,,, N liii - ICO lir ■ 8 53x6 I I 3x4 = 1 6 1-7-6 1-7-6 late Offsets(X,Y)-- [2:0-3-0.0-4-12] 1/0 ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 6 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.00 5 >999 240 DL 42.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 3 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MP Wind(LL) -0.00 6 >999 240 Weight:19 Ib FT=20 CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 1-7-6 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5:2x4 DF No.i&Btr I EACTIONS. (lb/size) 6=-121/Mechanical,3=563/0-5-8 Max Horz 6=-84(LC 8) Max Uplift 6=-152(LC 18),3=-202(LC 9) Max Gray 6=427(LC 25),3=854(LC 29) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 1-6=-422/157,2-5=0/506 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 0 MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Provide adequate drainage to prevent water ponding. �� fir This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q G *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide tS will fit between the bottom chord and any other members. ., - Gt N cSfp 7)Refer to girder(s)for truss to truss connections. C'.7 4. )Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Q 6=152,3=202. 89200P r' This truss has been designed for a moving concentrated load of 250.Olb live and 250.0Ib dead located at all mid panels and at all 7 panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. / ,� A_OREGON �44/� ') 14 2- _IA. I EXPIRES: 12-31-2019 April 11,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIMIIIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not l a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �/�T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYIOIQk` il 250 Klug Circle 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?P/f Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965196 367-CS AJ18 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:29 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-3xEi4iSc67DyFzUE5UUC3o8jW5_V7DDIhxxHIAzRorG 2-2-4 3-11-4 2-2 4 1-9-0 1 3x6 I I Scale=1:15.7 2 9 3 4 5 I 7xG = v m 0 N N t 7 I L. 10 3x4 = 63x6 II 8 $ 7 I 2-2-4 I 2-2-4 late Offsets(X,Y)-- [3:0-3-0,0-4-12] ] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 6-7 >999 240 CDL 42.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a CLL 0.0 Code IBC2015/TP12014 Matrix-MS Wind(LL) -0.00 7 >999 240 Weight:23 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-2-4 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 DF No.1&Btr IEACTIONS. (lb/size) 8=11/Mechanical,4=539/0-5-8 Max Horz 8=-84(LC 8) Max Uplift 8=-38(LC 8),4=-168(LC 9) Max Gray 8=516(LC 25),4=841(LC 29) ORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-7=-607/58,3-6=0/532 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 0 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Provide adequate drainage to prevent water ponding. ,..,_ P afi� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r� *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � 61 Gj Gt I'i 40 will fit between the bottom chord and any other members. /J. )Refer to girder(s)for truss to truss connections. t�f $� Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb) Ct- 00P C" 4=168. This truss has been designed for a moving concentrated load of 250.0Ib live and 250.OIb dead located at all mid panels and at all0OPP. panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. L �� i 0 CC yi ,f_OREGON oto 'r0 '91`-' 14, 2P �`r 'Pi R R t 1..'- ' I EXPIRES: 12-31-2019 April 11,2019 1 A 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,notle, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�/��p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'kp, Frei( 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/1'P/1 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 b Truss Truss Type Qty Ply 21367-CS K5965197 367-CS 0 AJ19 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:30 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-X8o4H2TEtRLpt72QeC?RbOgvLVlEsgbuvbhrgczRorF 2-9-1 4-6-1 2-9-1 1-9-0 1 3x6 Il Scale=1:15.6 2 9 10 3 4 11 5 7.6 - 111 rn 0 I N V. N Ir f C II ` 12 3x6 = 63x6 II 8 ii 7 2-9-1 2-9-1 late Offsets(X,Y)-- [3:0-3-0.0-4-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.01 6-7 >999 240 CDL 42.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 4 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MP Wind(LL) -0.00 7 >999 240 Weight:26 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6:2x4 DF No.1&Btr IEACTIONS. (lb/size) 7=95/Mechanical,4=541/0-5-8 Max Horz 7=-84(LC 8) Max Uplift 7=-65(LC 8),4=-217(LC 9) Max Gray 7=628(LC 25),4=843(LC 29) 0 ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 2-7=-609/32,3-6=-64/514 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-6-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs IInon-concurrent with other live loads. Provide adequate drainage to prevent water ponding. R�� PR( �� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ',;((, �t N� S�` *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide mac, �'rN n �} will fit between the bottom chord and any other members. CO 'TT /i )Refer to girder(s)for truss to truss connections.0 �✓ 77 Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) $ �{}(�PE r CC 4=217. This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at alldar -✓a�' panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. ,.'Q i OREGON ,t, zo <0 ...4. 9 14, 2a 4 A.FIik7RRiL\- EXPIRES: 12-31-2019 April 11,2019 A 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ilek` 250 Klug Circle 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 ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965198 367-CS AJ20 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:31 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-?KMTUOUsekTgUHddCvXg8DD4Ovcgb7w28FQOM2zRorE I 3-3-15 5-0-15 3-3-15 1-9-0 1 3x6 II Scale=1:15.6 2 9 3 4 5 7x6 I a d I tO e, i '7 . 1 10 8 3x6 = 63x6 II II 7 3-3-15 3-3-15 Ilate Offsets(X,Y)-- [3:0-3-0,0-4-12] OADING (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) -0.01 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.02 6-7 >999 240 CDL 42.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 4 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MP Wind(LL) -0.00 7 >999 240 Weight:29 Ib FT=20 CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6:2x4 DF No.1&Btr I EACTIONS. (lb/size) 7=161/Mechanical,4=561/0-5-8 Max Horz 7=-84(LC 8) Max Uplift 7=-66(LC 8),4=-209(LC 9) Max Gray 7=659(LC 25),4=857(LC 29) 4 ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 2-7=-636/53,3-6=-40/518 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to 5-0-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Provide adequate drainage to prevent water ponding. �C} P R( re This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SO *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Gj ��t� � /0will fit between the bottom chord and any other members. li )Refer to girder(s)for truss to truss connections.0 n Tr' Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=Ib) AQP 4=209. / /fir This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all / panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. _ 4 N OREGO , 44, °.O .4y- 1424 4 RAIL i - EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Pill 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 !Ariel(' Iis 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/TPII 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 367 -CS Truss Truss Type Qty Ply 21367-CS K5965199 AJ21 SPECIAL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:32 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-TWvrikUUP2cX6RCpmc2vgRmEiJvHKaCBNvAyvVzRorD I I 4-1-4 6-1-4 4-1-4 2-0-0 1 3x6 II Scale=1:15.5 2 9 10 3 4 5 7x0 = a 0 0 IN V) N i T 1 11 3x6 = 63x6 II 8 111 7 4-1-4 I 1/ 4-1-4 late Offsets(X,Y)-- [3:0-3-0.0-4-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.03 6-7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.06 6-7 >738 240 DL 42.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a CDL S.0 LL 0.0 * Code IBC20151TPI2014 Matrix-MP Wind(LL) -0.00 7 >999 240 Weight:35 lb FT=20% LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied oro-1-4 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6:2x4 DF No.1&Btr I EACTIONS. (lb/size) 7=219/Mechanical,4=652/0-5-8 Max Horz 7=-84(LC 8) Max Uplift 7=-70(LC 8),4=-226(LC 9) Max Gray 7=687(LC 30),4=917(LC 29) RCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Rap CHORD 2-7=-658/79,3-6=-i9/524 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-1-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs IInon-concurrent with other live loads. �{ P R t1' Provide adequate drainage to prevent water ponding. �} Q This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , tS *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4Cj ��t NE Ab /0 will fit between the bottom chord and any other members. C„? 1r )Refer to girder(s)for truss to truss connections.0 ' Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) 892C}j�PE t' 144 'Y 4=226. This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all ` panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. '-,""4 I Cs CC 4 OREGON X44. /} qy 14, 2fl P� EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-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 mita truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mi 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 ANS4TPII 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 AJ22 Truss Type SPECIAL Qty Ply 21367-CS K5965200 367-CS 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:33 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-xjTDv4V69MkOkbn?KKZ8DeIO2jLp317LbZvVRxzRorC 1-11-15 I 3-8-15 i 1-11-15 1-9-0 1 3x6 I I Scale=1:15.7 2 9 3 4 5 TR6 a m 0 r N i i L . 10 63x6 I I 8 3x4 = i 7 I 1-11-15 1-11-15 late Offsets(X,Y)-- [3:0-3-0,0-4-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.00 6-7 >999 240 CDL 42.0 Rep Stress lncr YES WB 0.05 Horz(CT) -0.00 4 n/a n/a CLL 0.0 * Code IBC2015/TPI2014 Matrix-MS Wind(LL) -0.00 7 >999 240 Weight:21 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 1-11-15 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 DF No.1&Btr I EACTIONS. (lb/size) 8=-18/Mechanical,4=539/0-5-8 Max Horz 8=-84(LC 8) Max Uplift 8=-62(LC 18),4=-173(LC 9) Max Gray 8=497(LC 25),4=841(LC 29) 4 ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OP CHORD 2-7=-603/88,3-6=-8/532 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; 4 MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-8-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Inon-concurrent with other live loads. Provide adequate drainage to prevent water ponding. ¢��} P R Q�pe This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t� 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Cj� Gt N �� `® will fit between the bottom chord and any other members. C? T j )Refer to girder(s)for truss to truss connections.0 "Sf Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb) 89''LQOP E 4=173. This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all4141101P -.00- panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. ` T.4411IP : 17, �//,,,OREGON�� to d4, �,, '��RRtLL� t"IIEXPIRES: 12-31-2019 April 11,2019 I A 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 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/TP11 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 b Truss Truss Type Qty Ply 21367-CS K5965201 367-CS ill AJ23 SPECIAL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:33 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-xjTDv4V69MkOkbn?KKZ8DelOyjLr311 LbZvVRxzRorC 1-11-7 3-7-11 1-11-7 1-8-4 1.00 12 Scale=1:17.3 3x6 I I 3 4 5 i 1 2 9 7x6 = cv ■ W 0 i II , A ,.., N _ ., 0 i O 41 _ a I� a 3x4 = 6 8 3x6 I I 7 1.00 12 I late Offsets(X,Y)-- [3:0-3-0.0-4-12] ADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 7 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.00 6-7 >999 240 DL 42.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 4 n/a n/a CLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) -0.00 7 >999 240 Weight:21 lb FT=20% CDL 8.0 LUMBER- BRACING- OP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6:2x4 DF No.1&Btr gEACTIONS. (lb/size) 8=-15/Mechanical,4=522/0-5-8 Max Horz 8=96(LC 11) Max Uplift 8=-59(LC 20),4=-i89(LC 11) Max Gray 8=499(LC 29),4=830(LC 33) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. P CHORD 2-7=-610/84,3-6=-9/534 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 3-7-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 0 This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. a .O P R Or This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. cS' *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �c-;\`''��yGt N /0 will fit between the bottom chord and any other members. 6. C� �i 0 Refer to girder(s)for truss to truss connections. �/ "y' Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(t=lb) � �} 4=189. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. P. 10)This truss has been designed for a moving concentrated load of 250.0Ib live and 250.OIb dead located at all mid panels and at all _f panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. cz- 1 A_OREGON�t 04 /4 qy' 14, 2fl EXPI RES: 12-31-2019 April 11,2019 A 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 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/TP/1 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 b Truss Truss Type Qty Ply 21367-CS K5965202 367-CS 0 SB1 SPECIAL 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:40 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-E3OsNTaV W Vc04fpLEIBn?75ZDXj1 C9jNC96NB1 zRor5 1 I 1-10-8 1-10-8 354 = Scale=1:15.7 1 5 2 5x4 II 1 6 4 3 1.5x4 II6x6 = 1-10-8 1-10-8 I OADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP CLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.01 3-4 >999 240 TCDL 42.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 3 n/a n/a liLL 0.0 * Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 4 **** 240 Weight:14 lb FT=20% CDL 8.0 UMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FACTIONS. (Ib/size) 4=119/0-5-8,3=119/0-5-8 Max Horz 4=-94(LC 8) Max Uplift 4=-367(LC 30),3=-367(LC 33) Max Gray 4=579(LC 62),3=579(LC 64) ORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-567/375,2-3=-567/50 OT CHORD 3-4=-295/299 illEBS 1-3=488/488 OTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right 4 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 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. I)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t� P R F� will fit between the bottom chord and any other members. V Q C )Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5, te, 61 4=367,3=367. ,Gj� ANG t N Etc /� 7)This truss has been designed for a moving concentrated load of 250.01b live and 250.OIb dead located at all mid panels and at all C;f '?1,. panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. �� 89200PE "fir,,. I)This truss has been designed for a total drag load of 125 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 125.0 plf. Allr"" ' I cc % 4OREG ON�� ,f illZ P IEXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nuit 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 M Mak'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 ANSIITP1I Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965203 367-CS 0 SB2 SPECIAL 7 L e� Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:41 2019 Page 1 I D:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-iFyFbpb8HpkFhpOYo?i1YKem4x5GxdRW RprwjTzRor4 I I 1-10-8 1-10-8 3x4 = Scale=1:15.7 1 5 2 1.5x4 II 1 i , I/ 1 4 3 1.5x4 3x4 = 1-10-8 IllgADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP LL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 3-4 >999 240 TCDL 42.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a CLL 0.0 Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 "" 240 Weight:27 lb FT=20% CDL 8.0 UMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FACTIONS. (Ib/size) 4=119/0-5-8,3=119/0-5-8 Max Horz 4=93(LC 9) Max Uplift 4=-365(LC 30),3=-365(LC 33) Max Gray 4=579(LC 62),3=579(LC 64) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-567/373,2-3=-567/50 OT CHORD 3-4=-295/299 EBS 1-3=-486/486 OTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 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. 0 Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and rightexposed;C-C for members and ��} PR Q/:. TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category I8i MWFRS for II;Exp B;Partially Exp.;ons shown;Lumber Ct 11600p1ate grip DOL=1.60 `c, �O t N hr 5)Provide adequate drainage to prevent water ponding. 4J� T '�%� 0 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $�2QdPE This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ' 4=365,3=365. 1 _ . . '_. O� IThis truss has been designed for a moving concentrated load of 250.0Ib live and 250.0lb dead located at all mid panels and at all0 it panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. y ,#_OREGON t £. f This truss has been designed for a total drag load of 125 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist "�/Q 'ti . drag loads along bottom chord from 0-0-0 to 1-10-8 for 125.0 plf. } �' 14, 2,a �4 EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10f03l2015 BEFORE USE. Design valid for use only with MiTelc®connectors.This design is based only upon parametersshown,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 iekF 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?PI7 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 b ili Truss Truss Type Qty Ply 21367-CS K5965204 367-CS 563 SPECIAL 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:42 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-AR Wdo9cm27s6JzzkLjDG4YAV1LPVg3vfgTbTFwzRor3 1 I 1-10-8 1-10-8 3x4 = Scale=1:15.7 1 5 2 1.5x4 I ♦. ♦• . ♦♦♦ ♦♦♦♦♦♦• . •♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ ♦♦♦ I 4...i .........1....1,,:t.♦i♦♦♦i.:.4410♦ 1.5x4 II 3x4 4 6 3 1-10-8 1-10-8 IOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP CLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.01 3-4 >999 240 TCDL 42.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 3 n/a n/a CLL 0.0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 4 **** 240 Weight:14 lb FT=20% CDL 8.0 UMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, OT CHORD 2x4 DF No.1&Btr except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FACTIONS. (lb/size) 4=119/1-10-8,3=119/1-10-8,3=119/1-10-8 Max Horz 4-94(LC 8) Max Uplift 4=273(LC 30),3=-273(LC 33) Max Gray 4=579(LC 62),3=579(LC 64),3=119(LC 1) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-567/280,2-3=-567/50 EBS 1-3=-372/372 11OTES- Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right IIexposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide litwill fit between the bottom chord and any other members. r� Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ��+11 VR Q fi - 4=273,3=273. �.```4 V This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all �0, GI N 4. /© panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. NJ )This truss has been designed along bottom chord fromf 0-0-0 drag forof 155 82.782.7 plfb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag ��/ 89200PE "�'r* g Y - ,-14), 0., OREGON 10 �© 4 y1� z ,s,, I4,f -RRtI-L " EXPIRES: 12-31-2019 April 11,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 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 T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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/TPII Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 b Truss Truss Type Qty Ply 21367-CS K5965205 367-CS 0 SB4 SPECIAL 10 2 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,OR-97035, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Apr 11 11:28:42 2019 Page 1 ID:g7R4ROwV2Ud8SDbQ9u_e5ze_dY-ARWdo9cm27s6JzzkLjDG4YAxgLRVg4RfgTbTFwzRor3 I F. 1-10-8 1-10-8 3x4 = Scale=1:15.7 1 5 2 1.5x4 II p .••. •..•...•..•..•. Ay 1.5x4 II 3x4 4 6 3 1-10-8 1-10-8 FADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP LL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 3-4 >999 240 TCDL 42.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a CLL 0.0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 4 "" 240 Weight:27 lb FT=20% CDL 8.0 UMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, OT CHORD 2x4 DF No.1&Btr11 except end verticals. EBS 2x4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FACTIONS. (lb/size) 4=119/1-10-8,3=119/1-10-8,3=119/1-10-8 Max Horz 4=93(LC 9) IIIMax Uplift 4=432(LC 30),3=-432(LC 33) Max Gray 4=579(LC 62),3=579(LC 64),3=119(LC 1) ORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-567/440,1-2=-256/258,2-3=-567/50 4 OT CHORD 3-4=-337/341 EBS 1-3-568/568 OTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 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. 0 Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right REE} P R OFA s exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60r + TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 ��Gt N�`'7 f9 5)Provide adequate drainage to prevent water ponding. c„..-`,'' 7 /-j 0This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��/; �� "At, )"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �/ 4=432,3=432. • r , This truss has been designed for a moving concentrated load of 250.OIb live and 250.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7 A_OREGON 4,/,This truss has been designed for a total drag load of 155 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist 4.- "i7� a' iN. drag loads along bottom chord from 0-0-0 to 1-10-8 for 155.0 plf. 4 ' 14 s 2. . EXPIRES: 12-31-2019 April 11,2019 t A 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 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 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety to PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Irani Dimensions are in ft-in-sixteenths. 11Ilik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. M.313333151112. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I IMEMp bracing should be considered. ilkilliiila O 3. Never exceed the design loading shown and never IIIIMIllp a_ U stack materials on inadequately braced trusses. 11 a Provide copies of this truss design to the building For 4 x 2 orientation,locate O c�-s C6-7 C5-6 O- 4. designer,erection supervisor,property owner and plates 0 '',s'from outside BOTTOM CHORDS all other interested parties. 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 - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for green with fire retardant,preservative treated,or lumber. 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, ESR1988 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 it4011111Indicated by symbol shown and/or 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 output. Use T or I bracing spacing indicated on design. 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. I 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. ♦=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MUM MN ►� MI I;p, 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.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. M isi Tel( BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Co d W ase Tek En sneering Reference Sheet:MII-7473 rev. 10/03/2015 Site Address: 7-7 c, o )(el Building Division TIGARD Deferred Submittal Transmittal Letter TO: DATE RECEIVED: DEPT: BUILDING DIVISION1. 1 :Ad L. AUG 27 2019 FROM: (if -Ct.? y 6✓'1 f7/-r. CITY OF TIGARD BUILDING DIVISION COMPANY: ,�(� rp 7 j CJ zzy PHONE: 6?).5") dc;c1 ?"Lii By: RE: 7O .km )4vhC • - • (SiteAddress) e� � ��► 7 (P- it/ ase umber) R1�J - , (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ /5 ??0. 4 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: l- gelJciej........................................................._.. -.........__..._._._. __... __ .._._................... Remarks: NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building.The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑ No Fee Description: Amount que: Deferred Submittal Fee: $ Additional fee based on valuation: $ •IV) ( , � U Other: $ Total Fees Due: $ 9 (., , ) C.) Special Instructions: Reprint Permit(per PE): El Yes No ❑ Done Applicant Notified: Date: Initials: The fee for processing and reviewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee.This fee is in addition to the project plan review fee based on the total project value. L•Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07