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Plans /14 ME 7 373- GJ /Ite7Tc% MI 1 RECEIVED T SEP 6 2016 [ CITY OF IGAi s MiTekl6b ; , iii iON 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 16-MM6827 Spencer Anderson The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Precision Roof Trusses,Inc. Pages or sheets covered by this seal: K2322395 thru K2322397 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ��Rc D PR 0A-4-06, 89200PE -7CCr - 43 OREGON R <1 ;1? 14,2.0' AFRRRtL - .4019.1 August 29,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Spencer Anderson K2322395 16-MM6827 A01 GABLE 1 1 Job Reference(optional) • PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.020 s Aug 1 2016 MiTek Industries,Inc. Mon Aug 29 15:58:13 2016 Page 1 ID:CO1 cHaKMd7rfwEEUNxg75DykHj?-XL27gB8R4oNfgOnKuHTrLq?_WnDEboSvP66Dosyixa0 -2-0-0I 7-11-1 15-0-0 I 22-0-15 I 30-0-0 32-0-0 2-0-0 7-11-1 7-0-15 7-0-15 7-11-1 2-0-0 Scale=1:54.5 4x5 II MT1.5x3 on each face of both ends of un-plated members 4 a.0012 •2�� 23 \\ 2x30 5 // ,h 51 _.1'I ,f I,I X1,11 52 M 2 _� 6 M 1 .a • L 7 1M X 40 41 42 43 10 44 45 46 9 8 47 48 49 50 8 3x4 = 3x4 = 3x4= 3x6= 3x6 = 10-3-6 19-8-10 30-0-0 10-3-6 9-5-4 10-3-6 Plate Offsets(X,Y)— [2:0-3-0,Edgel,[4:0-2-12,0-2-01,[6:0-3-0,Edoel,[14:0-1-8,0-0-121,[15:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.21 8-10 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.74 8-10 >486 180 BOLL 0.0 * Rep Stress Incr NO WB 0.64 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-MR Weight:184 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. WEBS 2x6 DF No.2 G*Except* MiTek recommends that Stabilizers and required cross bracing 3-10,4-10,4-8,5-8:2x4 HF Std be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 HF Std Installation guide. REACTIONS. (lb/size) 2=1547/0-5-8,6=1547/0-5-8 Max Horz 2=-109(LC 32) Max Uplift 2=-387(LC 4),6=-387(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3108/563,3-4=-2764/450,4-5=-2766/448,5-6=-3107/563 BOT CHORD 2-10=-517/2881,8-10=-237/1977,6-8=-424/2880 WEBS 3-10=-511/319,4-10=-101/882,4-14=-100/885,8-14=-102/879,8-15=-515/317, 5-15=-509/320 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �y Gable End Details as applicable,or consult qualified building designer as per ANSI/IP!1. Qk�Q Ufi��ss 4)Gable studs spaced at 1-4-0 oc. \� ,((SFR /O 5)This truss has been designed for a 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 wide ZC/ will fit between the bottom chord and any other members. C' 89200PE pr- 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 387 lb uplift at joint 2 and 387 lb uplift at dial,. j.�., joint 6. .— , �� 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)128 lb down and 59 lb up at 0 PCZ' 3-11-4,and 128 lb down and 59 lb up at 26-0-0 on top chord,and 51 lb down and 42 lb up at 2-0-0,33 lb down at 4-0-0,33 lb -7 OREGON down at 6-0-0,33 lb down at 8-0-0,33 lb down at 10-0-0,33 lb down at 12-0-0,33 lb down at 14-0-0,33 lb down at 16-0-0,33 lb / '4ON down at 18-0-0,33 lb down at 20-0-0,33 lb down at 22-0-0,33 lb down at 24-0-0,and 33 lb down at 26-0-0,and 51 lb down and d 14,2 t�'E" 42 lb up at 28-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. R RIO—10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard EXPIRES: 12/31/2017 Cnntini,erl nn nava August 29,2016 f f 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,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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing illi fi 1LI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the net(' fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Spencer Anderson K2322395 16-MM6827 A01 GABLE 1 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.020 s Aug 1 2016 MiTek Industries,Inc. Mon Aug 29 15:58:14 2016 Page 2 I D:CO1 cHaKMd7rfwEEU Nxg75DykHj?-?XcVtW93r5V VVSYM WS_?4 u2X9GBZTKFi2emsmLlyixaN LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:3437=-20,1-4=64,4-7=-64 Concentrated Loads(Ib) Vert:9=16(B)10=-16(B)8=-16(B)40=-51(B)41=-16(B)42=-16(B)43=-16(B)44=-16(B)45=-16(B)46=16(B)47=-16(B)48=-16(B)49=-16(B)50=-51(5)51=-9(B) 52=-9(B) 6 WARNING-Verify design parameter's and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mi(ek®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 BY6 R lrek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I ti fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Spencer Anderson K2322396 16-MM6827 A02 STANDARD 14 1 Job Reference(optional) - PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.020 s Aug 1 2016 MiTek Industries,Inc. Mon Aug 29 15:58:14 2016 Page 1 ID:CO1cHaKMd7rfwEEUNxg75DykHj?-?XcVtw93r5VWSYMWs ?4u2X6yBZfKIF2emsmLlyixaN -2-0-0 7-11-13 15-0-0 22-0-3 30-070 32-0-0 2-0-0 7-11-13 7-0-3 7-0-3 7-11-13 1 2-0-0 Scale=1:54.5 4x5 = 4 4.00 12 di 2x3 '� 2x3 // M 3 5 M ,n M 2 6 d in n y u ii 7 Io 10 11 12 9 8 3x5= 3x4= 3x4 = 3x4 = 3x5 = 1 10-3-14 19-8-2 30-0-0 10-3-14 1 9-4-5 10-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.27 8-10 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.69 2-10 >514 180 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-R Weight:113 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1383/0-5-8,6=1383/0-5-8 Max Horz 2=-64(LC 11) Max Uplift 2=-209(LC 4),6=-209(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2925/284,3-4=-2565/225,4-5=-2565/225,5-6=-2925/284 BOT CHORD 2-10=-243/2696,8-10=-97/1834,6-8=-185/2696 WEBS 4-8=-40/808,5-8=-521/199,4-10=-40/808,3-10=-521/199 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*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,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 lb uplift at joint 2 and 209 lb uplift at joint 6. -Q'c.D PROpF`SS 35 ,\ G.INF, l0 ' 89200PE• -7 c-- ~ • 47o-`'SON• �,`/ - _1y 74,2-°\ ..‘- ik1 ER R 10-O.'EXPIRES: 12/31/2017 August 29,2016 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 �t rev.!0/03/2015 BEFORE USE. Design valid for use only with M7ek0 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 !Alibi(' 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 Job Truss Truss Type Qty Ply Spencer Anderson 16-MM6827 A022 STANDARD 0 K2322397 Job Reference(optional) - PRECISION TRUSS&LUMBER,INC., CLACKAMAS,OR.97015 8.020 s Aug 1 2016 MiTek Industries,Inc. Mon Aug 29 15:58:15 2016 Page 1 ID:CO1 cHaKMd7rfwEEUNxg75DykHj?-TkAt5sAhcPdN3ixi?iWJQF4KgbxK3n6CtQbJtkyixaM -2-0-0 7-11-13 15-0-0 22-0-3 I 2-0-0 I 7-11-13 7-0-3 I I 7 0 3 I 30-0-0 32-0-0 7-11-13 2-0-0-0-0 Scale=1:54.5 4x4= i� 4,00 12 0. r' 2x3 \\ ' 2x3/i Gi m 3 5 A'- a, 4: Y ll&* m 6 m 10 11 12 9 8 11 o 3x4= 3x4= 3x4 = 3x4 = 3x4 = 10-3-14 19-8-2 30-0-0 10-3-14 I 9-4-5 I 10-3-14 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.20 8-10 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.74 Vert(TL) -0.52 2-10 >686 180 BOLL 0.0 * Rep Stress Incr NO WB 0.31 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-R Weight 226 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins(5-2-5 max.) BOT CHORD 2x4 DF No.2 (Switched from sheeted:Spacing>2-8-0). WEBS 2x4 HF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=2075/0-5-8,6=2075/0-5-8 Max Horz 2=-97(LC 11) Max Uplift 2=313(LC 4),6=313(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4387/426,3-4=-3848/338,4-5=-3848/338,5-6=-4387/426 BOT CHORD 2-10=-365/4044,8-10=145/2750,6-8=-278/4044 'WEBS 4-8=-61/1212,5-8=-781/299,4-10=-60/1212,3-10=781/298 NOTES- 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. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=l20mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ���, P Qt- 5)This truss has been designed for a 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CO Q{v� 0> will fit between the bottom chord and any other members,with BCDL=10.Opsf. C ' fLJ F� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 313 lb uplift at joint 2 and 313 lb uplift at tL joint 6. $92(JOPE <' 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .27 11111 SC -PG OREGON £,.j i.0 -.1)*- 14,2-°N4 ce `SFRRIVA- '1?' EXPIRES: 12/31/2017 August 29,2016 e N t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with M7ek®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 �IC MiT is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the [Yt ii fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Criteria,058-89 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 DETAIL FOR COMMON AND END JACKS Mfl/SAC - 8 -25PSF 3/30/2004 PAGE 1 MAX LOADING (psf) SPACING 2-0-0 MiTek Industries,Inc. �� O TCLL 25.0 Plates Increase 1.15 BRACING TCDL 14.0 Lumber Increase 1.15 TOP CHORD Sheathed. Western Division BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF,DF-L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF,HF,DF-L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22"LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/(.131"X3.0"MIN)NAILS @ 3"O.C.2 ROWS -2-0-0 8-0-0 I NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE"2"MIN. SPACING=24"O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA.X 3.5")LGT TOE NAILS SUPPORTS SHALL BE PROVIDED ALONG THE EXTENSION OF TOP CHORD. CONN.W/3 16d COMMON WIRE(0.162"DIA.X 3.5"LGT)TOE NAILS 2 1 3x4= CONN.W/2 16d COMMON WIRE( .162"DIA.X 3.5"LGT)TOE NAILS I I 8-5-0 8-0-0 6-0-0 EXT. 2-0-0 4-0-0 TOE NAILS OR SEE DETAIL 2-0-0 -.4 EXT. EXT. 2-0-0 EXT. 2-0-0 2-0-0 CONN.W!3 16d COMMON WIRE(0,162"DIA.X 3.5"LGT)TOE NAILS 2 -44 .41 4 1 BOTTOM CHORD LENGTH MAY BE 2'-0" 3x4= OR A BEARING BLOCK. CONN.W/2 16d COMMON WIRE(0.162"DIA.X 3.5")LG ff P 2-0-0 PRESSU EBLOCKING INFO. MII/SAC-7 FOR �5 � ���sl 14 8-0-0 •i �� O� NOTE:NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. �"4../N-7 S19G'OOPE ter' /�//�' mer 4OREGON �¢ i4 14,2°� ERR10—Q' EXPIRES: 12/3112017 August 29,2016 P WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MMil, iT /�� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I !i. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,D5B-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 neral Safety ® s PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury r1� Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/f�, C1-2 C2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o WEBS4o 4 may require bracing,or alternative Tor I MilligiNo bracing should be considered. O 2 1.1.A0, 41 Oz 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. OP 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-5 C6 cs.s designer,erection supervisor,property owner and plates 0-'6d' 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 ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ". Indicated 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 BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. tniii1110 IIndicates location where bearings ©2012 MiTek®All Rights Reserved(supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior reaction section indicates joint approval of an engineer. MilMmil EMI number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM IIIIIIII �� MI IS 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iIek' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 At 5'701(, - cosi-I, 12275- s6..J /Lla//c c-.7— RECFIVED SEP 6 2016 CITY OF TlGAAD BUILDING DIVISION I i i I I I II II I I I _ Q a s JA01 AO..14 o O3 w o N • T O JA01 I I I II I I of y43 30-00-00 30-00-00 60-00-00 Client: Spencer Anderson INNIP Plan : 30' x 30' -Anderson Quote #: 16-MM6827 Sales : Mike Merriman x126 Order #: [???] PRECISION Tilt,Y,&LUMBER 11550 St Jennirer St Site : [???] Lot : [???] Clackamas, OR 97015 (503) 656-2983 Pitch: 4 /12 Loading: 25.00-7.00-0.00-10.00 (503) 656-2647 Overhang 24" Date: 08/25/16 12:03:38 7