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Plans (392) mom MSS CV - N MiTe ( MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 stI A Re: BRIDGES N The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K4139755 thru K4139756 My license renewal date for the state of Oregon is December 31,2019. OD PR ace $4cGINEF9 /02y 89200PE �OREGONN� �tv� 4y 14, 2° Q4 RRILA- 4011911511 " January 16,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on 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. 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. 1Job 'Truss TTruss Type 'Qty Ply K4139755 BRIDGES Al Common 10 I 1 Job Reference(optional) Anel Truss Co., Vancouver,WA-98685, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 16 15:19:10 2018 Page 1 ID:U4g3nmVlYp?roSVpuDYigYzukuE-0g3PdaZEOETHxhpFzawhIKSPLZHsVgc043T3jmzukgl I-1-0-0 I 5-9-711-0-0 16-2-9 22-0-0 23-0-0 1-0-0 5-9-7 5-2-9 5-2-9 5-9-7 1-0-0 Scale=1:38.7 4x4 = D �/ v y M �� N 6.00 12 \ �- 0 1.5x4 '' L / 1.5x4 // C ' /� �, E 9 / A �. A / 6 / / , / P / �A / / //� UF 3x43x4 = = 3x4 = 3x4= 3x4= 7-6-5 14-5-11 __- --__ 22-0-0 7-6-5 6-11-7 -. -_ 7-6-5 - ---- __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.07 B-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.22 B-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 F n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-S1 Weight:92 lb FT=20% BCDL 10.0 L LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G REACTIONS. (lb/size) B=983/0-5-8,F=983/0-5-8 Max Horz B=84(LC 13) Max Uplift B=-80(LC 14),F=-80(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1563/161,C-D=-1371/170,D-E=-1371/170,E-F=-1563/161 BOT CHORD B-J=-77/1321,H-J=0/882,F-H=-89/1321 WEBS D-H=-31/549,E-H=-368/136,D-J=-31/549,C-J=-368/136 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 11-0-0,Exterior(2)11-0-0 to 14-0-0 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 ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. aG c 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ```D P R Q/ . 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 c'` G`NE n s� will fit between the bottom chord and any other members. \ N F QA" 7)A plate rating reduction of 20%has been applied for the green lumber members. ��? 4. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 9 •Q `. OREGON �- �G< �'4. 14, 2P\Q�� HNERR -0 EXPIRES: 12-31-2019 January 16,2018 Maw ®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 budding 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 Job Truss Truss Type Qty Ply K4139756 BRIDGES A2 GABLE �2 1 Job Reference(optional) 1 Ariel Truss Co., Vancouver,WA-98685, 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Jan 16 15:19:11 2018 Page 1 ID:U4g3nmVlYp?roSVpuDYigYzukuE-sl dngwasnYb8ZrOSXHRwgX?euzhuEKqYJjCdFDzukqk -1-0-0 1 11-0-0 I 22-0-0 23-0-0 1 1-0-0 11-0-0 11-0-0 1-0-0 Scale=1:40.8 4x4 `- I H K 6.00[12 ,, AH G AG L F '�� I o E M D I .., N 0 C ; 0 - Al i ■ P B ,:,,E, � a - �- - o i o L '�', � Q 3x4 = AE AD AC AB AA Z Y X W V U T S R 3x4 = 3x4= -- -_- - _ --- -- -_..- ------ 22-0-0 -..-I 22-0-0 - -- -__ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 P n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 Q n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 P n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-S 1 Weight:122 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G REACTIONS. All bearings 22-0-0. (Ib)- Max Horz B=84(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,Y,Z,AA,AB,AC,AE,W,V,U,T,S,R,P Max Gray All reactions 250 lb or less at joint(s)B,X,Y,Z,AA,AB,AC,AE,W,V,U,T,S,R,P FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 11-0-0,Corner(3)11-0-0 to 14-0-0 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. ,i1,E0 P R Opt., 7)Gable requires continudus bottom chord bearing. c,,,'<(' _`GiNE .0 8)Gable studs spaced at 1-4-0 oc. `� .7 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /jj 10) *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 ��/ 92 O 7' will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. , . 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,Y,Z,AA,AB, AC,AE,W,V,U,T,S,R,P. o , OREGON N� <0 470.:_4/' 14, 2° P+ RR{O-0 EXPIRES: 12-31-2019 January 16,2018 MOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 w 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 ANSIRPII 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Centerplate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4I I (Drawings not to scale) Damage or Personal Injury "TM Dimensions are in ft-in-sixteenths. 1 I4 Apply plates to both sides of truss 1 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. 2. Truss bracing must be designed by an engineer.For 0'116" 4 wide truss spacing,individual lateral braces themselves omay require bracing,or alternative Tor I CL p bracing should be considered. O _ F 3. Never exceed the design loading shown and never All stack materials on inadequately braced trusses. j 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 H erection supervisor,property owner and For 4 x 2 orientation,locate designer, ,p p y plates 0- 1/4 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. THE LEFT. connector plates. Designsuitably protected assumes trusses will be 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 use with fire retardant,preservative treated,or green 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 // Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. otherwise shown. by text in the bracing section of the truss unless13.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 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. Indicates location where bearings16.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. tiii0 reaction section indicates joint I- 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. MI EM...=-,. it 18.Use of green or treated lumber may pose unacceptable 0.-=-111 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 Q is not sufficient. DSB-89:CI: Design Standardompofor Bracing. I\'l l• i k� BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Nut MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: ERT LOT 54 3-D MOD ROOF DESIGN INFO 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: K4008409 thru K4008451 My license renewal date for the state of Oregon is December 31,2019. �`�i`t° PROFFss <cc?�5 �NGINEF'4 /-2 89200PE 9 4 OREGON qy 14, 20. Q� MFRRIL\- December 8,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on 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. 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. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X9-2 KDDF #1&BTR TOP CHORD LL + DL = 32.0 PSF 12 5.19 M-3x6(S) M-5x8 M-3x6— PROVIDE SUPPORT @ 48"o.c. / y 12-02-11 M-3x6+ 0 M-3x6- M-3x6- 1� M-3x8 rh o 0 y y y ONGI NEF9 /0A 2-02-08 11-06-15 29 :9200PE r JOB NAME : POLYGON 3—D MOD LOT 54 ERT — AR l� �; Scale: 0.3579 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an individual OREGON 4(/ Truss: AR and Warnings before construction commences. building component.Applicability of design parameters and proper hp 2.204 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. ,I4. 1d \os�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 is the responslbilily of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by /O M • •f O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t DATE: 12/8/2017 the overall structure Is the responsiblhy of the building designer. 3.20 Impact bridging or lateral bracing required wirers shown e c FR R 1s_\- SEQ.: K400B409 4.No load should be applied to any component until after all bracing and 4.Installation of trustses the ressareloba ullsedinsty of e respecttivecenac rrment, fasteners are complete and at no time should any m 5. ads greater thanDesign TRANS I D: LINK design loads be applied to any component. and are for"dry ondition a use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Deesnecessary. ignassumes follbearing atall suppodashown.Shim orwedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Ino./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-14-(-1640) 5491 14- 3=( 0) 200 2x6 KDDF #1&BTR T2, T3 2- 3=(-6334) 1973 14-15=(-1644) 5489 3-15=( -306) 243 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6221) 2152 15-16=(-2605) 7338 15- 4=( -441) 1714 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5-( 0) 0 16-17-(-2821) 7652 15- 6=(-2321) 1071 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6-(-5528) 1960 17-18=(-2605) 7338 6-16=( -70) 668 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7-(-7568) 2804 18-19=(-1644) 5489 16- 7=( -420) 324 BC LATERAL SUPPORT <= 12"01. UON. IC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8-(-7588) 2804 19-12-(-1640) 5491 7-17=( -420) 324 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10-1-5528) 1960 17- 8=( -70) 668 9-10=( 0) 0 8-18=1-2321) 1071 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6221) 2152 10-18-) -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)- 533.3 LBS @ 31'- 0.0" 11-12=(-6334) 1973 18-11=( -307) 242 12-13=( 0) 84 11-19-) 0) 200 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX BORE BOG REQUIRED BRG AREA JT 2, 12: Heel to plate corner - 1.50" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625) 41'-- 0.0" -1049/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed - 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL - -0.436" @ 20'- 6.0" Allowed - 2.004" MAX TL DEFL = -0.722" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL - 0.021" @ 42'- 8.0" Allowed - 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0-06-08 0-06-08 Truss designed for wind loads f 1 in the plane of the truss only. 9-11-11 21-00-10 9-11-11 ' T T T 5-01-03 4-04 4-11-15 5-06-06 5-06-06 4-11-15 4-04 5-01-03 T f +533.30# T T f 4.433.30# f f 12 12 M-7x8(5) 6.00 p M-5x12 5 M-3x8 0.25" M-3x8 9 M-5x12 Q6.00 M-3x9 M-3x4 3 1 Adigir 11 m M-4x12 � J M-4x12 ,ddiallighlikiii.. 0 1 z 14 15 160.25" 0.25'#7 M-9x10 M-118 195x3 1 3 of 1 M-1.5x3 M-4x10 aEp PROP/�` �n o M18HS-7x14(S) M18HS-7x14(5) o ��(`" ��V s, �NGINEFR /a y 4-11-07 y 4-04 y 7-06-04 y 7-04-08 y 7-06-04 y 4-04 y 4-11-07 y y �� e 1-08 41-00 1-08 c 89200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - Al ,�= Scale: 0.1513 Z WARNINGS: GENERAL NOTES, unless otherwise noted. 0 Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '9L 4 OREGON AN Truss: Al and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incerporalion of component la the responubilfty of the building designer. �� 3.Additional temporary bracing to insure stability during construction 2.Design and at I e u.top and bottom chords to be laterallyho braced al d is the responsibility of the erector.Additional permanent bracing of 2'ntin at 1P o.c.respectively unless braced throughout their length by /O "T f O DATE: 12/8/2017 the overall structure Is the responsibility of the buildingdesi continuous sheathing such as plywood required sheathing(TC)and/or dryvrell(BC). 0 ty designer. 3.2x Impact bridging or lateral bractng Where shown++ FR RIO- SEQ. : K4 0 0 8 410 4.No load should be tete applied to any component until after all bracing and 4.5.Design of trues rusthe ssees are to bebuhsed in a nonty of the -corrosive environment, fasteners are complete and at no time should any loads greater than assumes design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes fug bearing at all supports shown.Shim or wedge If EXPI RES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center December 8,2017 TPI/WTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E IS.For basic connector plate design values see E5R-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1158) 2709 14- 3=( 0) 136 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3153) 1499 14-15=(-1160) 2708 3-15=( -151) 109 BC: 2x6 KDDF 8l&BTR 3- 4=(-2923) 1500 15-16=(-1484) 3432 15- 4=) -326) 934 WEBS: 2x4 KDDF STAND LOADING 4- 5=) O) 0 16-17=(-1575) 3699 15- 6=(-1122) 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2558) 1381 17-18=(-1566) 3432 6-16=( -13) 367 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3560) 1764 18-19=(-1264) 2708 16- 7=( -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3560) 1764 19-12=(-1262) 2709 7-17=( -230) 137 8-10=(-2558) 1381 17- 8=( -13) 367 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-18=(-1122) 557 NOTE: 2x4 BRACING AT 24"00 UON. FOR 10-11=(-2923) 1500 10-18=( -326) 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3153) 1498 18-11=( -152) 107 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=) 0) 84 11-19=) 0) 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) vertical members (lion). 41'- 0.0" -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL - 0.021" @ -1'- 0.0" Allowed - 0.222" MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL DEFL - -0.343" @ 20'- 6.0" Allowed - 2.672" • MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed - 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.070" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102" 0 40'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 13-03-11 14-04-10 13-03-11 in the plane of the truss only. T T T T 5-01-03 4-04 3-05-092-00-14 5-06-06 5-06-06 2-00-14 3-05-09 4-04 5-01-03 f T 4 T6 4 4 T g4 4 4 T 12 12 6.00 M-7x8(5) Q 6.00 M-9x6 M-3x9 0.25" M-3x4 M-9x6 4 67_ ), 8 0 F T2 „. T3 . S M-3x4 M-3x9 3 +• N\4111111111111111111k + 1 m � mi m i l�i 14 is 16.(25" 0.25'7 M-3x8 M-1195x3 M-3x8_\3 0l ,dao PRQ to I e. M-3x6 M-1.5x3 M-3x80 M-7x8 S) M-7x8(S) �NGINEFy , J' 4-11-07 y 4-04 y 7-06-04 y 7-04-08 y 7-06-04 y 4-04 y 4-11-07 y 2 1-08y 41-00 J. 4� 89200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A2 �. Scale: 0.1513 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7G 4,OREGON azo Truss: A2 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web baling must be inataIad where shown v. incorporation of component Is the responsibility of Me building designer. 20� � at 3.Additional temporary bracing to Insure stability during construction 2.Design assume 0.0.the top and bottom chords to be laterally braceden �O 9Y 1 A is the responsibility of the erector.Additional permanent bracing of Y ea.and at 10'o.c.respectively unless braced throughout their length by Y' DATE: 12/8/2017 the overall structure Is the responsibility of the building desi continuoussheathingor ratebas alcng re aired where hewn rdrywell(BC). p b g Baer. 3.In Impact bridging lath lateral baling required shown++ 'friC'1{�� S E 4 0 0 8 411 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n 1 4 fasteners are complete and at no tee should any loads greater than 5.Design assumes trusses are to be used In a nancortasNe environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no ontrol over and assumes no responsibility the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 eery. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set fodh by B.Plates shall be located on both faces of truss,and placed so their center December 8,2 17 TPL/W1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center ones. 9.Digits indicate sae of plate In Inches. MiTek USA,Ino./CompuTros Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-928) 2666 3-14=(-164) 204 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3079) 1188 14-15=(-768) 2430 14- 4=) -43) 351 WEBS: 2x4 KDDF STAND 3- 4=(-2873) 1151 15-16=(-581) 2095 4-15=(-524) 366 LOADING 4- 5=(-2321) 1029 16-17=(-818) 2383 15- 5=(-264) 722 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-978) 2623 15- 7-(-227) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2006) 1001 7-16=(-226) 169 TOTAL LOAD = 42.0 PSF 7- 9=(-2006) 1001 9-16=(-264) 722 8- 9=( 0) 0 16-10-(-524) 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2321) 1029 10-17=( -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2873) 1151 17-11-(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=) 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL - 0.171" 0 20'- 6.0" Allowed - 2.004" MAX TL DEFL = -0.277" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL - 0.022" @ 42'- 8.0" Allowed - 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" Design conforms to main windforce-resisting 0-04-08 0-04-08 system and components and cladding criteria. / 16-07-11 7-08-10 16-07-11 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'f '' 4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-07-06 5-02-03 5-05-11 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 load duration factor=l.6, f 'f 4 'f'f 'f 'f'f 'f 'f 'f Truss designed for wind loads 12 12 in the plane of the truss only. 7 M-4x6 M-3x9 M-4x6 6.00 6.00 56 B Q M-5x6(5) .r7. c. M-5x6(0) 0.25" 0.25" 4 0 + + M-1.50A .M-1.5x3 3 /AIL m AdggillhL 1� _ T 2 D 11 2 M-3x8 M-3x4 10.25" 0.251'6 M-3x4 M-3x8^\ 1 2Mope, M-5x8(S) M-5x8(S) C‘' y )' J' )- ), y , NGINE FR `SAO 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 /L b 1-08y 41-00 1-08y �� 9 �$- V JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A3 , -e 41111IP Scale: 0.1513 WARNINGS: GENERAL NOTES, unless otherwise noted: Q ct 1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown and is for an Individual yL "1 OREGON Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.204 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. 2o" �4' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be lateralry braced at IO �Y y is the responsibility of the erector.Additional permanent bracing of 7 n.c,and at 10'c.c.respectively unless braced throughout their length by 1'# DATE: 12/8/2017 the overall structure is the responsibility of building tlesl continuous sheathing such as plywood sheat where and/or tlrywall(BC). p ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ MFR R{LA'SEQ.: K 4 0 0 8 412 4.No bad should be lete atl to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. end are far"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 scary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shaA be located on both faces of truss,and placed so their center TPIM?CA In 8151,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1110BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-3058) 1533 13-14=(-1090) 2406 13- 4=( -30) 352 WEBS: 2x4 KDDF STAND; 3- 4=(-2852) 1500 14-15=(-1004) 2070 4-14=(-524) 304 2x4 DF STAND A LOADING 4- 5=(-2299) 1405 15-16=(-1102) 2327 14- 5=(-356) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-12-(-1243) 2498 14- 7=(-230) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1986) 1311 7-15-(-250) 289 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1975) 1285 9-15-(-365) 720 8- 9=( 0) 0 15-10-(-492) 292 LL = 25 PSF Ground Snow (Pg) 9-10=(-2287) 1377 10-16=( -66) 313 NOTE: 2x4 BRACING AT 24"OC CON. FOR 10-11=(-2785) 1492 16-11=( -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-(-2969) 1541 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625) M-1.5x4 or equal at non-structural 40'- 9.0" -356/ 1711V D/ OH 5.50" 2.74 KDDF ( 625) vertical members (uon). ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, 71=1/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed - 1.992" MAX TL DEFL = -0.267" @ 20'- 6.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" MAX HORIZ. TL DEFL - 0.120" @ 40'- 3.5" Design conforms to main windforce-resisting 0-10.-Db-04 system and components and cladding criteria. 19-11-11 1L03'_119-08-11 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 ' T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 load duration factor=l.6, f f f ,( i i' T ' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 FP' 34 Q 6.00 M-4x6M-4x6 s M-5X6(s) M-5x6(5) .r 0.25" 0.25" 4 0 0. M-1.5x3 M-1.5x3 3 1 -4x6 rim �. A ate-. M TI 1 3 16 fl2 i CEO pR0 �i M-3x8 M-3x4 0.25" 0.25" M-3x4 0l �` M-5x8(S) M-5x8(5) J, l l l J. J' ���NG�NER s/0A� 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y ,�' "V9 J, J. 40-09 :9200PE r 1-08 JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A4 ., � .......-e---- Scale: 0.1546 WARNINGS: GENERAL NOTES, unless otherwise noted: CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON pd Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper �1 2.2x4 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building designer. 11 �� at 3.Additional temporary bracing to Mame stability during construction 2.Design assumes the top and bottom chortle to be)stately bracatlen T 1 Q is the responsibility of the erector.Additional t bracingf 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O • •, O p ty permanent o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or Lateral bracing required where shown O s ill -R RIO- SEQ.: 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. K 4 0 0 B 413 fasteners are complete and at no time mould am loads greater than s.Design assumes basses are to be used m a noncorrosive environment, and are foray condition.m use. TRANS I D• LINK design meas be applied to any component. e.Design assumes full bearing at an supports shown.Shim or wedge if EXPIRES: 12-31-2019 s.CompuTrue has no control over and assumes no responsibility for the scary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJOCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-1874) 4382 2- 3=(-5014) 2280 11-22=(-279) 900 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5014) 2280 15-16=(-1730) 4021 15- 3=( -412) 1085 22-12=(-114) 177 BC: 2x6 KDDF #1&BTR 3- 4=(-3635) 1741 16-17=(-1341) 3202 3-16=( -837) 403 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3261) 1655 17-19=(-1661) 3854 16- 4=( -60) 260 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 5) 0 18-20=) 0) 0 4-17=( -356) 173 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2888) 1517 20-21=(-1525) 3594 17- 5=( -420) 1086 TC LATERAL SUPPORT 4= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3892) 1981 21-22=(-1619) 3638 17- 7=(-1280) 621 BC LATERAL SUPPORT 4= 12"OC. UON. 8- 9=(-3645) 1826 22-13=(-1313) 2688 7-19=( -176) 696 LL = 25 PSF Ground Snow (Pg) 9-11=(-2565) 1369 19-20=(-1578) 3719 10-11=( 0) 0 19- 8=( -339) 551 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2929) 1484 20- 8=( -888) 438 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=(-3129) 1557 8-21=( -98) 138 13-14=( 0) 84 21- 9=( 0) 278 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9-22=(-1258) 606 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -388/ 1914V -118/ 118H 5.50" 3.06 KDDF ( 625) vertical members (uon). 41'- 0.0" -390/ 1910V 0/ OH 5.50" 3.06 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- B.O. Allowed = 0.222" MAX LL DEFL = 0.275" @ 16'- 7.3" Allowed = 2.004" MAX TL DEFL = -0.400" @ 16'- 7.3" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-12 MAX HORIZ. LL DEFL = -0.103" @ 40'- 6.5" -r'f MAX HORIZ. TL DEFL = 0.153" @ 40'- 6.5" 13-03-11 19-04-10 13-03-11 2-10-12 3-04 3-02-093-OS-12 f2-08-12 7-00-08 3-09-08 3 -OS-12 4-03-15 5-01-01 T Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,f ,f ,f ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 MOR6M-7X8(0) 10 12 Truss designed for wind loads 6.00 Q 6.00 in the plane of the truss only. M-5x60.25" M-3x9 M-4x6 s 8 1. 9 M-3x9 T) - T3 4 M-1.5x3 M-3x10 ` + z M16HS-3x16 i ` , 2 M-6x8 M-3x9 M-3x8 0 le 20 22 ..\ o I I M-5x8 0.2 M-3x8 M-3x8 I o M-3x9+ o 11-6x8 M-3x4+ M-7x8(5) a 2.75 12 J.' y l y bb l y ,jr l �tGEDPROFss y y 2-09 �-02-09 3-04 3-10-Y�-�12-4J(#9-09 7-06-12 7-08-08 9-03-04 l y 1-08 2-09 10-05 l b 27-10 y-08 �c� �Ci4GINEF9 /�A- 14-02 1-00 26-10 �� "!� y • 91-0o y ° 89200PE I JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A9 /--� Scale: 0.1263 040 : _ WARNINGS: GENERAL NOTES, unless otherwise noted: O Q` 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 7, 4,OREGON A ti Truss: A9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bating must be installed where shown+, incorporation of component is the responsibility of the building designer. n 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y 40 �� is the responsibility of the erector.Additional permanent bracing of Y 00.and at h a o.c.respectsety unless braced throughout their length by /O 14, ^ 1 DATE: 12/8/2017 the overall structure is the responsibility ofine buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV ponsi ty e 3.2x Impact bridging or lateral bracing required where shown++ `R {�� SEQ.: K4 0 0 8 414 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. n 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"arycondition"oruse. 8 S.CompuTrus has no control over and assumes no responsibilfty for the .Deisassumes full bearing etagsupports shown.Shim orwedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8p 8,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPWJ1CA in BCSI,copies of which ed II be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988 IMITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( O) 84 2-15=(-2496) 8743 2- 3=(-9968) 2924 11-22=(-372) 1640 2x6 KDDF 8168TR T2, T3 2- 3-(-9968) 2924 15-16-(-2308) 8022 15- 3=( -528) 2165 22-12=(-142) 355 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-7959) 2388 16-17=(-2039) 6616 3-16=(-1437) 299 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5=(-6973) 2417 17-19=(-2886) 8271 16- 4=( 0) 451 2x6 KDDF #16BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18-20=( 0) 0 4-17=( -429) 231 TC UNIF LL( 100.0)+DL( 28.0)= 126.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7=(-6240) 2197 20-21=(-2744) 7650 17- 5-( -570) 2033 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8-(-8346) 3086 21-22=(-2772) 7755 17- 7-(-2691) 1159 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8- 9=(-7769) 2936 22-13=(-1740) 5444 7-19=( -455) 1378 9-11=(-5543) 1942 19-20-(-2840) 7916 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=( 0) 0 19- 8=( -310) 1286 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12=(-6234) 2130 20- 8=(-1899) 795 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=(-6261) 2087 6-21=) -42) 140 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( 0) 84 21- 9=( 0) 412 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-22=(-2595) 1200 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 13: Heel to plate corner = 1.50" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1048/ 3530V -117/ 117H 5.50" 5.65 KDDF ( 625) 41'- 0.0" -1052/ 3524V 0/ OH 5.50" 5.64 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL - 0.021" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL = -0.504" @ 16'- 7.3" Allowed - 2.004" MAX TL DEFL - -0.833" @ 16'- 7.3" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed - 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-06-11 0_06_11 MAX HORIZ. LL DEFL = 0.191" @ 40'- 6.5" MAX HORIZ. TL DEFL - 0.316" @ 40'- 6.5" 9-11-11 21-00-10 9-11-11 1' ,( ,f 1' Design conforms to main windforce-resisting 2-10-12 3-04 3-02-09 3-10-13 2-08-12 7-08-08 6-08-09 4-03-15 5-01-01 system and components and cladding criteria. 1' 1' '1 '1 i ' ' ' f f f Wind: 140 mph, h=21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 9-10-08 9-10-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ik533.30# 4533.30# '( load duration factor=1.6, Truss designed for wind loads 12 M-7x8(5) 12 in the plane of the truss only. 6.00 p M18H565x16 M-9x6 0 2 „ -M-6x6 10 M-5x12 Q 6.00 5 7 9 T3 M-3x9 .40111111111, 4 M-1.5x3 + 2 M-4x12 r73 ''''''" :`: "►sy o iffilA __ . ' � M-9x12 rn , 1� M-3x5 M-4x10 18 20 Zl 221. 4 M-7x18 to M-12x14 0.25' M-4x10 to 0 a M18zHS-7x14 -M-10x10 M18HS-7x19(5) 7s 12 J• 1 b J' J• J' J• b J J• * y 2-09 y3-02-04 3-04 3-10-121-11z D4-09 7-06-12 7-08-08 9-03-09 * 1 �(Q,tp P R OFeS(54/0 1-08y 2-09 10-05 J• y 27-10 11-08 5 G N E y 14-02 1-00 26-10 y ,� v` ' q�� ?j 41-00 89200f E "r' JOB NAME : POLYGON 3-D MOD LOT 54 ERT - Al0 , „ . Scale: 0.1513 WARNINGS: GENERAL NOTES, unless otherwise noted: Ci Cr 1.Builder and erection contrzdorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -7 OREGON 4, Truss: Al 0 and Warnings before construction commences. building component Applicability of design parameters and proper Ix 2.2x4 compression web bracing must be Installed where shown�. ra incorporation of component is the responsibility of the building designer. 2 �= 3.Additional temporarybracing to Insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at d g N g cons 2'o.c.and at 10 o.c.respectively unless braced throughout their length by /O '"T f O Is the responsibility of the erector.Additional permanent bracing ofcontinuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). DATE: 12/8/2017 the overall structure is the responsibibty of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. ��f R`�� SEQ.: K 4 0 0 O 415 4.No load should be applied to any component until after all bracing and Installation of truss s the responsibility espo si uliitytl If t hnon-corrosiverespective ei contractor. 4.Designenvironment, 1 fasteners are complete and at no time should any loads greater than assumes design loads be applietl to any component. and are for'dry condition'of use. TRANS I D: LINK s.eompur tit has no control over and assumes no responsibility for the e B.Design assumes PoII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 N fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2�17 6.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPVWSCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 64 2-14=(-1901) 4033 14- 3=( -395) 988 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4680) 2264 14-15=(-1768) 3720 3-15=( -848) 470 WEBS: 2x4 RUDE STAND 3- 4=(-3291) 1661 15-17=(-1306) 2870 15- 4=( -1) 372 LOADING 4- 5=(-2633) 1515 16-18-) 0) 0 4-17=( -719) 341 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2195) 1432 17-18=(-1066) 2366 5-17=( -422) 1068 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( 0) 0 18-19=(-1012) 2067 5-1B=(-1082) 506 TOTAL LOAD - 42.0 PSF 6- 6=(-1977) 1324 19-20=(-1105) 2329 18- 6=( -402) 705 8-10=(-1980) 1266 20-13=(-1245) 2496 18- 8=( -284) 278 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-19=( -196) 302 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2292) 1376 10-19=) -364) 705 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2784) 1495 19-11-) -486) 294 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-2967) 1544 11-20=) -69) 300 OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-12=) -98) 231 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (con). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -427/ 190BV -179/ 189H 5.50" 3.05 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 9.0" -356/ 1711V 0/ EN 5.50" 2.74 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 0-DH0.404 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL = 0.268" @ 14'- 2.0" Allowed = 1.992" I 19-11-11 1-00-A10 19-08-11 MAX TL DEFL = -0.357" @ 14'- 2.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-08 5-06-12 5-06-12 2-01 3-03-12 3-03-12 5-05-10 5-02-02 5-04-05 4' ' 4' 4' ' 4' 4' 1' ' '1' 4' MAX HORIZ. LL DEFL = -0.135" @ 40'- 3.5" 16-06-08 16-03-08 MAX HORR. TL DEFL = 0.189" @ 40'- 3.5" Design conforms to main windforce-resisting 12 M 37y4 12 6.00 system and components and cladding criteria. Q 6.00 M-4x6 M-4x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 0 e M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 ,: load duration factor=l.6, 5 M-5x6(S) 0 Truss designed for wind loads 0.25" in the plane of the truss only. 0.25" 4 + + /*7-1.5X3 ;•••••,...00••••••00.000••••01.3x53 rn ,nM-4x6 04. i is I �8i8ee. - 0 1 M-3x4 0 16 18 19^ 20 **13 I M-3x10 1 M-5x10 M-5x16 0.25" M-3x4 1 0 M-5x8 o M-5x8(S) o M-3x4+ .a 2.75 M-3x4+ 2.14 =..-- 12 12 12 l 1 1 1 , > b y y 1 y 2-09 y 5-06-12 4-10-04 140193-11 1 9-05-01 7-09-02 8-01-01 ,i‘ <,00 PROFk.ss 1-08 2-09 11-05 y 2-01-11 24-05-05 y 5 GINE', 13-02 27-07 C? ON 9 02 b 40-09 b Q� . . 89200f E. 9T JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A7 ' •- Scale: 0.1418 , WARNINGS: GENERAL NOTES, unless otherwise noted' O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual -yG 4, y 14 OREGON Truss: A7 and Warnings before construction commences. budding component.Applicability of design parameters and proper 1. 2.2x4 compression web bracing must be Installed where shown.. 2.Design assumes the top and bottom chords to be laterally braced at 'O incorporation of component Is the responsibility of the building designer. OO P'�� 3.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e DATE: 12/8/2017 the overall structure is the responsibility f the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P y o g 3.2x Impact bridging or lateral bracing required where shown** i=?R%IA- SEQ. : 04000416 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied many component. and are for dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 Becesstmi. fabdcatlon,handling,shipment o installation components. 7.Design aa el adequate othi ace o provided. December 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be fumished upon request lines coincide with joint centerlines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ES12-1311,ES14-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 84 2-15=(-1456) 4059 15- 3-( -293) 993 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4710) 1760 15-16=(-1355) 3743 3-16=( -B50) 414 WEBS: 2x4 KDDF STAND 3- 4=(-3315) 1267 16-18=( -949) 2891 16- 4-) 0) 372 LOADING 4- 5=(-2656) 1126 17-19=( 0) 0 4-18-) -720) 340 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2217) 1089 18-19=( -696) 2388 5-18=( -328) 1073 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 0 19-20-) -588) 2092 5-19=(-1065) 537 TOTAL LOAD = 42.0 PSF 6- 8=(-1996) 1012 20-21=( -821) 2384 19- 6-( -325) 714 8-10=(-2011) 1002 21-13-( -982) 2621 19- 8=( -281) 159 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10-) O) 0 8-20=( -173) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2326) 1031 10-20-) -263) 707 BOTTOM CHORD CHECKED FOR A 20 PSP LIMITED STORAGE 11-12-(-2872) 1156 20-11=) -518) 368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13-(-3077) 1192 11-21=( -46) 338 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14-) 0) 84 21-12=( -164) 203 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/150 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL = 0.226" @ 14'- 2.0" Allowed = 2.004" 16-07-11 7-08-10 16-07-11 MAX TL DEFL = -0.366" @ 14'- 2.0" Allowed = 2.672" f '1 I T MAX LL DEFL - 0.022" @ 42'- 8.0" Allowed - 0.167" 5-06-12 2-01-01-.(,/3-10-05 0-0,4-11 5-02-02 MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" / 3-00-08f 5-06-12 0-04 4L11 3-10-05 I' 5-05-10 ' ' 5-07-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS .I' 1' '' ' '� ' 'I'l ' 1 A I A MAX HORIZ. LL DEFL - 0.115" @ 40'- 6.5" 16-06-08 16-06-08 MAX HORIZ. TL DEFL = 0.193" @ 40'- 6.5" 12 M-9x6 M-3x9 M-4x6 12 Design conforms to main windforce-resisting 7 system and components and cladding criteria. 6.00 M-3x4 6 B D M-5x6(S) Q 6.00 5 Wind: 140 mph, h-23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=1.6, 0.25" 1 Truss designed for wind loads in the plane of the truss only. 9 + + + / M5X3l.5x3 M-3x5 INSN 3 r M 1 16 M-3x 9 1 v 19 ,zP \4 I M-3x10 I M-5x10 M-5x16 02M-3x4 M-3x8i 0 0 0 M-5x8 M-3x9+ M-5x8(5) - 2.75 M-3x9+ 2.14 ,==- 12 12 12 .1 y 2-09 , 5-06-12 9-10-09 1-10-03-11 y 9-05-01 7-09-02 8-04-01 ,, ,, �Ep PR OFF 1-08y 2-09 11-05 y 2-01-11 29-08-05 1-08 q,�GINE cs tS 13-02 27-10 . y :9 I- V 41-00 JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A8 Scale: 0.1384 ! /� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual G "7 OREGON A. Truss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web bractng must be instaIled where shown a. incorporation of component is the responsibility of the building designer. �� 3.Additional tem bracing to insure stabil during !ruction 2.Design assumes the top and bottom chords to be laterally braced at 4 temporary g stability g cons 2'o.c.and at 10'o.c.respectively unless braced Throughout their length by /O s O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown e a ��'R R 10- SEQ.: K4 0 0 8 417 4.No load should be applied to any component until after all bracing and 4.Installation ion of truss Is thehare e responsibility of the respective contractor. ass fasteners are complete and at no time should any loads greater than 5.Darilloft ttobe non-corrosive a nanorroeiwe environment, TRANS ID: LINK design madsasn05applied toany component. and arerordn"anainan^curse. 5.CompuTrushasnocontroloverandassumesnoresponsibility for ins 6.Deesign ssumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and irstallaOoe of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIW1'CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 1179 9-10=(-737) 2328 9- 4=(-209) 552 WEBS: 2x4 KDDF STAND; 3- 4=(-2909) 1238 10-11=(-408) 1699 4-10=(-679) 516 2x4 DF STAND A LOADING 4- 5=(-2367) 1159 11-12=(-706) 2169 10- 5=(-432) 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357) 1171 12- 8=(-975) 2527 5-11=(-421) 1034 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2852) 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD - 42.0 PSF 7- 8=(-2991) 1237 6-12=(-260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed - 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL - 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL DEFL - -0.278" @ 15'- 11.0" Allowed - 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 20-06 20-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f load duration factor=l.6, 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Truss designed for wind loads T f 1' ' 1 f ' in the plane of the truss only. 12 12 6.00 L/ M-4x6 Q 6.00 4.0" 5 144 M-5x8(5) ,! M-5x6(S) 0.25" 0.25" 9 n 6 1,1-1.5x3 4111eK \ . \\IM-1.5x3 3 7 M-4x6 N a ,000010:7 Iib ,r A ,,to M-3x8 M-3x4 10.25" 0.2511 12 ^* ,e �� VD oROr A o M-3x4 o 1 r ft. M-5x8(5) M-5x8(S) G' y ), y y y 0NGI NEF, `r�0 y l 8-05-08 7-05-08 9-02 7-05-08 8-02-08 1 e. 1-08 40-09 ¢.' 89200PE ° JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A6 Scale: 0.1546 Z-- 1 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr) Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON Truss: A6 and Warnings before construction commences. building component.Applcability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is lila responsibility of the building Designer. 2°� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9L<0�4Y y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout their length by 1 Y e �S DATE: 12/8/2017 the overall structure is the res onelbill of building designer. continuous sheathing such as plywood sheathing(TC)anWor drywall(BC). NV D ty o g 9 3.2x Impact bridging or lateral bracing required where shown+t 1:i R 1{Lk- SEQ.: K4 0 0 8 419 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. ans4are for ness•drywnailian'ofuee. 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIMTTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Int./CornpuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 SC: 2x9 KODE' #1&BTR SPACED 24.0" 0.C. 2- 3=(-3056) 1179 9-10=(-737) 2328 9- 4=(-209) 552 WEBS: 2x4 KDDF STAND; 3- 4=(-2909) 1238 10-11-(-908) 1699 4-10=1-679) 516 2x4 OF STAND A LOADING 9- 5=(-2367) 1159 11-12-1-706) 2169 10- 5=(-932) 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357) 1171 12- 8=(-975) 2527 5-11=(-421) 1039 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2852) 1309 11- 6-(-652) 507 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 92.0 PDF 7- 8=(-2991) 1237 6-12=1-260) 995 12- 7=1-293) 332 OVERHANGS: 20.0" 0.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICONS. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL - 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL DEFL = -0.278" @ 15'- 11.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.070" @ 40'- 3.5" MAX HOAR. TL DEFL - 0.114" @ 40'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 20-06 20-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1' ,f load duration factor-1.6, 7-01-07 6-08-09 6-08-09 6-08-09 6-08-09 6-10-07 Truss designed for wind loads f ' 1' f f f f in the plane of the truss only. 12 12 M-4x6 6.00 4 6.00 4.0" 5 ,p,(' n M-5x8(S) I! M-5x6(5) 1.1" 0.25" 0.25" 4 6 Irk M-1.5x3 M-1.5x3 3 7 ..M-9x6 N .--, „._ \ \\/ A vl, MM 1 2 9 �p 'f L'1 11 12 id M-3x8 M-3x4 0.25" 0.25" M-3x4 = <,,i,, D PROFe, M-5x8(5) M-5x8(5) l l y 5 GINE 9 Vol y 8-05-08 y 7-05-08 y 9-02 7-05-08 8-02-08 y ,. Oo9 y1-08y 40-09 ° 89200PE• v JOB NAME : POLYGON 3-D MOD LOT 54 ERT - A5 • Scale: 0.1596 a • WARNINGS: GENERAL NOTES, unless otherwise noted: rI 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON ZC/� Truss: A5 and Wamings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ♦ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chortle to be laterally braced at G/ci Y 14, A e O Is the responsibility of the erector.Additional permanent bracing of T(CC.and at 10'o.c.respectively unless braced throughout their length by 1'i Q continuous sheathing such as plywood eheathing(TC)and/or drywall(BC). \ `/ DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R`�y SEQ.: K4 0 0 B 418 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector. fasteners are complete and at no time should any loads greater than 5.Design assumes nurses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. andgaassumefor"dry condbEarigata supports wedge S.CompuTmshas nocontrol over and assumes nore bilit for the 6.Dee full bearing tall au rtsehpwn.Bhimorwed f EXPIRES: 12-31-2019 responsibility wry, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Kates shall be located on both faces of truss,and placed so their center December 8,2 17 TP9'ATCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 41 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II__ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IeROVIDE FULL BEARING;Jts:2,3,91 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1./180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 ,r ,r MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" MAX BC PANEL LL DEFL - 0.004" 6 1'- 7.6" Allowed = 0.129" 12 MAX BC PANEL TL DEFL - -0.004" @ 1'- 9.0" Allowed - 0.172" 177 MAX BC PANEL TL DEFL = -0.003" @ 1'- 11.8" Allowed = 0.172" 10.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 'v Design conforms to main windforce-resisting system and components and cladding criteria. �' Wind: 140 mph, h=20ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, I% (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, of Truss designed for wind loads in the plane of the truss only. 0 0 I /- N M IIIPAIIIIIIMIIIMIMI I f ►' O MEOW M-3x4 i l ,Jr l 1-00 3-06 •\��Ep PRoF� ( 4GINE4\ c' :9200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - BJ1 _�/ Scale: 0.6958 t /_/ �!"�...�\ WARNINGS: GENERAL NOTES, unless otherwise noted: O B JI .Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 1Builder and erection contractor should be advised slat General Notes 1.TNs design is based only upon the parameters shown and Is loran individual '9 4, "& tV / 2.2,04 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. S.Add Bio nal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O q'I 14 (�ON �4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at/0 o.c.respectively unless braced throughout their length by �' DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ///��� 3.2x Impact bridging or lateral bracing required where shown t♦ /� �I�\ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility ` y SEQ.: K400B420 fasteners are comleteandatnotimeshouldan loads 5.Design pobe usedI anonecroeoamreion p yGreater than lel assumes busses are to be In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are forr"dry condition'o/use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing al at supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. T.Design esbassumes cedon drainage is truss,d. and 8,2017 e.This design Is furnished subject to the limitations sal forth by e.Plates shah be located on both faces of buss,and pieced so their center TPIMr1CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sighs indicate see of plate In Inches. MITek USA,Ino./CompuTNs Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) . This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-5-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-110) 68 3-4=( -39) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 313V -93/ 139H 5.50" 0.50 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,3I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/160 • 12 9 e MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 10.00 MAX LL DEFL = -0.00D" @ 3'- 11.7" Allowed - 0.047" 3 MAX TL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063" MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" 11 MAX TC PANEL TL DEFL = 0.020" 0 2'- 2.0" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting cr, system and components and cladding criteria. 0 1 cm Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, CD i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M ,- m rAAIMIMIMMIMMIIIId O o /- III. III 5 1110. 41.1 M-3x4 1 l ), ,k ). 1-00 3-06 0-05-11 4c,k:1/40 PROFFs ' �NGINE�'4 s/0 1-9 C . :9200PE JOB NAME : POLYGON 3-D MOD LOT 54 ERT - BJ201141./0,. Scale: 0.6559 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual if OREGON Ix <t✓i Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown«, incorporation of component is the responsibility of the building designer. �I ^ R;'‘% 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �i.O • 14 e •G° T� is the responcibiliry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/8/2017 the overall structure is the res onslbN f the building designer. continuousxImp sheathing later l b acinplywg re uir et when s andlor tlrywall(BC). p ty o g goer. 3.2x Impact bridging or lateral bracing required whore shown+. R R`�� SEQ.: K4 0 0 8 4 21 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are assumecondition' ntlitlo S 9 use. Dpa wedge 5.CampuTrus has no control over and assumes no responsibility for the 6.Design full bearing 1 an su ds shown.Shim or wed If EXPIRES: 12-31-2019 nemmry. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIW/CA in BCS',copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(7 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-224) 187 3-9=( -69) 38 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 P59' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 304V -66/ 185H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,91 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.264" 0 MAX TC PANEL TL DEFL = 0.006" @ 1'- 8.7" Allowed = 0.396" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ig of ►/ 5�� o 1 M-3x4 y l b b 1-00 3-06 2-05-11 ..(N. ROFFss vNEF,9 /22 °r` 89200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - BJ3 / g!Ci4_,e"' Scale: 0.5162 N WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and isroranmtlhidual -y�G ,�OREGON to Truss: BJ3 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown i. Incorporation of component is the responsibility of the building designer. �f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be latera ly braced at 'O -]Y 14 A0� �� is the responsibility of the erector.Additional permanent bracing of �•continuous and at f D'o.c.sash es unless braced throughout their length by (� sheathing such as plywood sheathing(TC)and/or drywall(BC). A FIR DATE: 12/8/2017 the overall structure is the responsibility of the building designer. a 20 Impact bridging or lateral bracing required where shown+♦ /� `�` SEQ.: K4 0 0 8 4 2 2 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss Is Me responsibility of the respective contractor. \\\ 1 v fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design mads be applied m any component. and are for dry oonmtio or use. 5.CompuTrus has no control over and assumes no responsibility for the s.Design assumes un bearing at supports shown.Shim or wedge if EXPIRES: 12-31-2019 ssery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In BCS(,copies of which 6111 be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 72 2-5-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3-(-301) 260 3-4-( -95) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P50' DL ON BOTTOM CHORD = 10.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -9/ 290V -82/ 223H 5.50" 0.96 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 3.2" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) 3'- 5.2" -200/ 293V 0/ OH 1.50" 0.38 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.9" -72/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,5,3,91 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 11.4" Allowed = 0.269" 0 MAX TC PANEL TL DEFL = 0.007" @ 2'- 2.0" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.003" @ 7'- 4.2" 12 MAX HORIZ. TL DEFL - -0.003" @ 7'- 4.2" 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads ,l in the plane of the truss only. 3 1 0 . M rl I M-3x4 y 1-00 y 3-06 y 3-10-15 * 7$4G(NE4\ :9200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - BJ4Scale: 0.9527 '� � • WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes I.This design is based onty upon the parameters shown and is for an individual -9G 4,OREGON ��i Truss: BJ4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.Dc4 coin web the installed where shown+. Incorporation of component is the responsibility of the building designer. pression we g mus 2.Desi the to d bottom chords to be laterally braced at /O 4Y 2O 3.Additional temporary bracing to Insure stability during construction Design assumes p an y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 14, continuous sheathing such as ptywootl sheathing(TC)and/or tlrywell(BC). DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bddging or lateral bracing required where shown+. �� L� SEQ.: K4 0 0 8 4 2 3 4.No load should be applied to any component until alter all bracing and 4.5.InstInstallation of truss its the to sibility If the respecrosive env ive actor. 1, fasteners are complete and at no time should any loads greater than and are s ign assumes trusses onof use. 'dry TRANS I D: LINK design loads be applied to any component. 8.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrushas nocontrol over and assumes noresponsibility for theneutHary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center December 8,2017 TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 656-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X9-2 KDDF #16BTR TOP CHORD LL t DL = 32.0 PSF 12 7.07 M-5x8 ' M-3x6 - M-3x6 PROVIDE SUPPORT @ 98"o.c. y 5-07-08 M-3x6 M-3x8e°. r —I /- . ��v 0 PP OF6-ss l l y co NGINEF9 > 1-07-02 4-11-01 2 �' :9200PE 9r JOB NAME : POLYGON 3—D MOD LOT 54 ERT — BR Scale: 0.6720 , � WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onlythe parameters shown and is for an Individual Truss: BRgcabli °a`ame yL/ �, OREGON �lli and warnings before construction commences. budding component.component is Applicability redesign parameters and grocert. 2.2x4 compression web bracing must be Installed where shown a. incorporation of component is the responsibility of the building designer. n 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at O Y 1 s 40 �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at iD'o.c.respectively unites braced throughout their length by 4 DATE: 12/8/2017 the overall structure is the responsibility t the building desl continuous sheathing such as plywood sheething(TC)andfor drywall(BC). p ty o g gner. 3.2x Impact bridging or lateral bracing required where shown a a I I I..\ SEQ.: K4 0 0 8 4 2 4 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition'of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atall suppudsshown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handlin necescary. shipment and inaallagan ofcT.Design assumes adequate drainage is provided. December 8,2017 6.This design is fumishetl subject to the limitations settforth uta.forth by e.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connedot Hate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1949 1- 9=(-1274) 5136 9- 2-) -62) 384 6-13=(-936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7438) 1918 9-10=(-1272) 5122 2-10-) -388) 1478 13- 7=(-390) 1979 BC: 2x6 KDDF #1&BTR 3- 4=(-5874) 1532 10-11=(-2262) 8812 10- 3=1 -994) 3896 7-14=) -62) 388 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-9094) 2392 11-12=(-2296) 8954 10- 4-(-3929) 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5874) 1534 12-13=(-2296) 8954 4-11=( -506) 2912 TI UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=)-7436) 1918 13-14=(-1272) 5122 11- 5=( -42) 188 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 19.2)= 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8=(-7762) 1944 14- B=(-1274) 5136 12- 5=) -472) 2314 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 11'- 6.0" TO 15'- 0.0" V 5-13=)-4026) 1092 BC CHIP LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BC UNIF LL( 484.4)+DL) 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF ( 625) TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625) _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL � �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed - 0.704" \^/ 9" oc in 1 row(s) throughout 2x9 top chords, /yvy\ 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL DEFL = -0.117" @ e'- 11.7" Allowed = 0.939" 5" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.025" @ 14'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 8-00-10 3-05-11 Design conforms to main windforce-resisting 3-05-11system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 93.30# 93.30# load duration factor=l.6, 12 12 Truss designed for wind loads 10.00 v N10.00 in the plane of the truss only. M-4x8 M-4x8 M-3x6 M-3x10 3 • 4 5 /�/ N, /401°/ T2 _ - M-3x5 I- -I M-3x5 2 7 M-5x10 M-5x10 m \q - - , I l U t ( -/E-- % q Irl A i u II Irl k - k >ro 1 SG g 10 11 12 13 14 �8 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 l 1 l 1 y ), 1 l 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 y ���ED Pf;OF�ScS' l 15-00 5�5 �NGINEFiq /O 2 ,,_"../ :92,OPE 9V JOB NAME : POLYGON 3-D MOD LOT 54 ERT - B1 Scale: 0.4091 �_ WARNINGS: GENERAL NOTES, unless otherwise noted: O Ct 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '7L ii y OREGON les pi Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /O 9T 11 2 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / 14 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeGively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4i R 7` DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !� 4.Soloed should be applied to any component until after all bracing and 4.Installation of truss is the responsibiNy of the respective contractor. SEQ. : K 4 0 0 8 4 2 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied m any component. 5.CompuTms has no ontrol over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling, necespry. I.� .1 shipment to the limitations components. 7.Design shall beec ed on drainage is truslse December 8,20 1 7 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both meas of truss,and placed so their center TPIIWTCA in SCSI,copies of which w411 be famished upon request. lines coincide with joint center lines. S.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR A LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6-(-23) 44 6-5=( 0) 17 BC: 2x4 KDDF #16375 SPACED 24.0" O.C. 2-3=(-113) 0 6-7=( 0) 0 5-3=( 0) 55 WEBS: 2x4 KDDF STAND 3-4=( -17) 31 5-8=(-34) 59 3-8=(-61) 35 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 299V -27/ 91H 5.50" 0.48 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 2'- 3.6" -123/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5,50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,81 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 2-09-05 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. f '1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.001" @ 1'- 7.9" Allowed - 0.089" 10.00 V MAX LL DEFL - 0.000" @ 5'- 6.3" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.004" @ 0'- 11.5" Allowed - 0.145" MAX BC PANEL TL DEFL - -0.008" @ 3'- 5.1" Allowed - 0.220" 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 MAX HORIZ. LL DEFL - 0.002" @ 5'- 6.3" 3 1 MAX HORIZ. TL DEFL = 0.002" @ 5'- 6.3" �O Design conforms to main windforce-resisting i system and components and cladding criteria. ,-I Wind: 190 mph, h=20.2ft, TCDL=4.2,ECDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -� �' load duration factor=1.6, g5 Truss designed for wind loads of o �: in the plane of the truss only. IIIIti m M-1.5x4 IN I4-3x4 7 I M-3x4 M-3x 1 1 1 1-07-09 9-04-12 1 1 1 1 1-00 1-09 4-03 1 1 1 1 2-09 1-00 3-03 1 1 6-00 ��90 PROp ENGINE /6, 89200PE vt JOB NAME : POLYGON 3-D MOD LOT 54 ERT - CJ2 4411P�0! Scale: 0.5793 . WARNINGS: GENERAL NOTES, unless otherwise noted' O Cr 1.Builder and erection contractor should be advised Nall General Notes t.This design is based only upon the parameters shown and is bran individual Wamingsbeforeconstructioncommences. budding component.Applicability of design parameters and proper yL OREGON It/CJ2 and 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be ty braced at /O All y y A '1°1\0,0... is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ID'o.c.rsuch as plywoodly unless braced)TC)and/orthroughout their length by 1 Y DATE: 12/0/2017 the overall structure is the responsibility ofthe building designer. continuous sheathing such as cited here)owna drywall(BC). V 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K4 0 0 8 4 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �R R I LN- TRANS ID' LINK design mads be applied to any component. and are for dry conditionor use. B.CompuTmahas nocontrol over and assumes noresponsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 miry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2017 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIW7CA In BCS(,copies of which will be furnished upon request lines coincide with Jost center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-7371,ESR-1988(MiTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR A LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-51) 85 6-5=( 0) 21 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-169) 27 5-7-(-68) 110 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=( -15) 33 3-7=(-127) 78 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" CO- 0.0" -49/ 395V -90/ 122H 5.50" 0.55 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 3'- 6.2" -91/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2,4,71 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) 3 06-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 T . MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = 0.004" @ 2'- 7.3" Allowed - 0.150" MAX TL DEFL = -0.005" @ 2'- 7.3" Allowed = 0.200" 10.00 174 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.098" MAX BC PANEL TL DEFL = -0.005" @ 3'- 7.3" Allowed = 0.179" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS • 3 ' MAX HORIZ. LL DEFL - -0.005" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.2" 4tihhhih.... .,1, o Design conforms to main windforce-resisting o system and components and cladding criteria. IMIIIIIIIIIIIIIIII111.- i o Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D ir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r1 I/1/ o :417 of, M-1.5x3 I f 01 o o 14-3x4 1 M-3x4 M-3x5 .Jr 1 y 2-07-04 3-04-12 l 1 l b 1-00 2-09 6-00 3-03 6> <0 NGI NE0� 2..., ,..._-.44 200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - CJ3 Scale: 0.6022 •� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGONto, �� Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.24 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Al) �1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 13 o.c.respectively unless braced throughout their length by /O •a O continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iiiR R 1 L- SEK4 0 0 8 4 2 7 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no respanslbilgy or the 6.Design assumes full bearing al all supports shown.Shim or wedge if EXPI RES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the limitations sat forth by B.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR A LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -86) 120 6-5-( 0) 21 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-209) 37 5-7=(-113) 155 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4-( -50) 43 3-7-(-179) 131 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -31/ 377V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.6" -79/ 7BV 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" -6/ 122V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,7I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-09-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f l' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 -/ MAX LL DEFL = 0.006" @ 2'- 7.3" Allowed - 0.210" MAX TL DEFL = -0.006" @ 2'- 7.3" Allowed = 0.280" 12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" 10.00 7 'I) MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.008" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.009" @ 5'- 8.2" M-4x6 Design conforms to main windforce-resisting 3 o system and components and cladding criteria. 4to Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, hiiii.....) j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r1 load duration factor=1.6, Truss designed for wind loads , =11111111111111111111111116.. in the plane of the truss only. i� w ry, 1��l 7 W o M-1.5x3 o I o �� M6-3x4 0 1 M-3x4 M-3x5 l b b 2-07-04 3-04-12 1 l l b 1-00 2-09 6-00 3-03 eiktD PROFFss �,�GINFF'9 /0 :9 2 0 0 P E 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - CJ4 /� // - Scale: 0.5395 t - �.f.•/ . .... WARNINGS: GENERAL NOTES, unless otherwise noted' Q Cr 1.Builder and erection contractor should be advised Hall General Notes 1.This design Is based only upon the parameters shown and is for an individual -y OREGON lV .Truss: CJ4 and Warnings before construction commences. balding component.Applicability of design parameters and proper / 2.9t4 compression web bracing must be installed where shown 5. incorporation of component is the responslbillty of the building designer. L� 3.Additional temporary bracing to insure stability during construction 2.Design assumes top and bottom chords 10 be laterally braced at O/10 14, 200 P' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c,respectively unless braced Throughout their length by G DATE: 12/8/2017 me overdo structure name responsibility ofine building dean continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). P ty g goer. 3.2x Impact bridging or lateral bracing required where snown « SEQ.:. 4008 4 2 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is me responsibility of the respective contractor. R`L�- fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. dna are or °onatio of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VJICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Ino./CompuTros Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR A LOAD DURATION INCREASE = 1.15 1-2-(-240) 52 1-5=(-135) 161 5-4-) 0) 20 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-( -80) 60 4-6=(-177) 208 4-2-( 0) 51 WEBS: 2x4 KDDF STAND 2-6-(-241) 204 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 256V -60/ 144H 5.50" 0.41 KDDF ( 625) 5'- 6.7" -40/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.2" -61/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:1,6,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-10-03 MAIC LL DEFL = 0.008" @ 2'- 5.8" Allowed = 0.248" .8" MAX TL DEFL =SEASONED LUMBER IN DRY SERVICE dCONDITIONS 3 -1 MAX HORIZ. LL DEFL - -0.012" @ 5'- 6.7" 12 MAX HORIZ. TL DEFL = 0.012" @ 5'- 6.7" 4/11 10.0D V �0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M-4x6 1 0 2 I Im�1cv V _, o Y.� 0 6 1 ��I uo W = M-1.5x3 Io 1,100, M5-3x4 ss M-3x4 M-3x6 b ). ). • 2-05-12 3-04-12 y J' l 2-07-08 3-03 y y �eEPROr.5-10-08 � s NGINEF /0�CI� � 9ct :9200PE r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - CJ5X �� r Scale: 0.4517 '�..•• WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.Thlsdesign is based orgy upon the parameters shown and is for an individual G ii OREGON oto Truss: CJ5X and Warnings before construction commences. building component.Applicability of design parameters and proper tat 2.2v4 compression web bracing must be Installed where shown t. incorporation of component la the responsibility of the building designer. w �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ /O lqY 1 A •`O T Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y (� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). c ` �/ DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• �`�• R"y SE K4 0 0 B 4 2 9 4.No load should be applied to any omponenI until after a bracing and 4.Installation of truss Is the responsibility of the respective centrac or. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and areforcondition"of use. p� wedge S.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing atall supports shown.Shim or wed if EXPI RES: 12-31-2019 ssary. fabrication,handling,shipment and Installation rat components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject tothe limitations set forthby 8.Plates shall be located on both faces of truss,end placed osthelrceirter December 8,2017 TPWJTCA in BCS',copies of which w111 be furnished upon request. lines coincide with joint center lines. 9.Dlgds indicate sae of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16578 A LOAD DURATION INCREASE = 1.15 1-2=(-241) 53 1-6=(-132) 160 6-5=( 0) 20 BC: 2x4 KDDF #165TR SPACED 24.0" O.C. 2-3=(-177) 78 5-7=(-172) 208 5-2=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -87) 0 2-7=(-240) 199 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 14.4" 0'- 0.0" -32/ 257V -68/ 193H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.7" -35/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 10.5" -168/ 263V 0/ OH 1.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:1,7,3 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 7-00-19 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '' 4' MAX LL DEFL = 0.008" @ 2'- 5.8" Allowed = 0.248" 4 MAX TL DEFL - -0.008" @ 2'- 5.8" Allowed = 0.331" MAX LL DEFL = -0.005" @ 7'- 0.9" Allowed = 0.120" MAX TL DEFL = -0.006" @ 7'- 0.9" Allowed = 0.160" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 3 MAX HORIZ. LL DEFL = -0.012" @ 5'- 6.7" 10.00 MAX HORIZ. TL DEFL = 0.012" @ 5'- 6.7" I �� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, II Truss designed for wind loads o ,-1 in the plane of the truss only. i M-4x6 2 ilt.' r o f I O 7 lo.-=.1.41I UFJ ISI T '-f Z o M-1.5x3 l0 1 14,-3x4 ,, M-3x4 M-3x6 • l - l 1 - 2-05-12 3-04-12 l 1 i l 2-07-08 4-05-06 l l �`'�D P R QF�s 5-10-08 1-02-06 s c; 0NGINE14 c S% ma= -9 :9200PE r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - CJ6X r /-�• Scale: 0.4134 . •�r. WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an individual yL 4 OREGON lif Truss: CJ6X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing moat be installed where shown+. incorporation of component Is the responsibility of the building designer. �/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <0 -]Y 14, 4 AOO 9' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10' respectively unites braced throughout their length by a 6 continuous sheathing such as plywood eheathing(TC)anNor dgwal(BC). DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ �� �` SEQ.: K4 0 0 8 4 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of Imes Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D. LINK design loads be applied to any component. and are for"dry conditioRI - na use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.handling, scary. edisujec to the installation ofth components. 7.Designassumesbe on bath)face to trusisatl. December 8,2017 B.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of buss,and placed so their center TPIM'rCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-70) 94 TC LATERAL SUPPORT 1= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -114/ 305V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.4" -60/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0 0/ 48V 0/ LOH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1,/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.8" Allowed - 0.060" 1-02-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.8" Allowed - 0.091" f f MAX BC PANEL LL DEFL - 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed - 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 10.00 7 MAX HORIZ. LL DEFL - -0.000" @ 1'- 1.4" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 2,, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I%' m 0 I 0 M-3x4 1 b J' b 1-00 6-00 ,c't,RO PRoFs�� �� cNGINEF9 s io0 :921OPE r' JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J1 '11// 00/1/1 Scale: 0.7043 WARNINGS: GENERAL NOTES, unlessolherwise noted: Cle Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON t/ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper �G �� ic 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 1' 1 3.Additional temporary bating to Insure stability during construction 2.Design assumes Ne lop and bottom chords to be laterally braced at <0 / 14, 2 2. �T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 fix.respectivety unless braced throughout their length by continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). � �R 1 , >t DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` / SEQ.: K4 0 0 8 4 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are complete and at no time should any mads greater than 6.Design assumes lmsses are m be used in a non-corrosive environment, TRANS I D: LINK design mads be applied to any component. and are of supports gra 5.compuTrushas n000ntalover and assumes noreaponsibilhvrorma 6.Dfull bearing tallsu deahown.Shimorwed f EXPIRES: 12-31-2019 necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,20 I 1 7 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPpWrcA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate In inches. MiTek USA,Ino.IConlpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 855-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TO LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.8" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ LLOH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrROVIDE FULL BEARING;Jts:2,3,9' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-08 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" / MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.166" MAX TC PANEL IL DEFL = -0.007" @ 1'- 3.7" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.016" @ 3'- 3.8" Allowed = 0.339" 10.00 7 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.8" MAX HORIZ. IL DEFL = 0.000" @ 2'- 3.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, m Truss designed for wind loads in the plane of the truss only. 0 cia (+: f s v 0 M-3x9 )' l y 1-00 6-00 x`,01) PR0E6' C0 0.0 :92/OPE 414 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J2 AI• 'r Scale: 0.6668 ..._ WARNINGS: GENERAL NOTES, unless otherwise noted, Q Ar I.Builder and erecilencontra�rshould beadvised ofall General Notes 1.This design is based only upon the pa,ameters shows and Is loran individual '9 41 OREGON Zo Truss: J2 and Warnings be/ore construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O ' 14 s no\ P+ Y is the responsibility of the erector.Additional permanent bracing of o.c.and at 10'o.c.respectively unless braced throughout their length by (� rf DATE: 12/8/2017 the overall structure is the responsibility ofthe building tlesi continuous sheathing such as*Wood sheathing(TC)and/or drywall(BC). puna ty g goer. 3.2x Impact bridging or lateral bracing required where shown++ /� IO- SEQ.: K4008432 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, loads beapplied to an t and are for'dry condition"of use. design TRANS ID: LINK 5.Co puTrushasnocontroloverraandpat. ssumesnoresponsibilityforthe 6.Design assumes full bearing ala8supports shown.Shim orwedge lf EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. neceawry. 7.DePlates assumes adequate donbodrainage lepravWed. December 8,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center • TPI/W1CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(OL)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) MW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.2" -127/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-06-15 MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.098" / 1 uf MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.131" MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8" Allowed = 0.271" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 1.4" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.2" �' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. 0 M M f rr I M-3x4 k 1 1 1-00 6-00 j���D PROFFss 44NGINEER /O.9c.0 :9200PE JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J3 � • Scale: 0.6126 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isfor anindividual OREGON *„ to Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper Ot 2.2x4 compression web bracing must be inslagetl where shown t. Incorporation of component is the responsibility of the building designer. 4,0„N� 3.Atltldmnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at G<0 A Y 14 2.0 is the responsibility of the erector.Additional permanent bracing of 2'continuous and a1 ICY o.c.respectively a unless braced throughout their length by ��'/ sheathing such as plywood sheathing(TC)and/or drywall(BC). Cam O� DATE: 12/6/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. (�.41J SEQ.: K4008433 4.No load should be applied to any component until after all bracing and 4. allionussissthe errspo siulsytlity fIn the nespecteae non-corrosive rrmenl, fasteners are complete and at no time should any loads greater than5.Design gnassumes and are for'dry condition^of use. design meas be applied to any component. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing ata0supports shown.Shim orwedge if EXPIRES: 12-31-2019 murfabrication,handlin scary g,eismeecto elimkaonof etrh by T.Pltisshallassumes be on aothifae isprovided.n December 8,2017 6.This design is famished subject to the limgetlons set forth by e.Plates shall be located an both faces of Truss,and placed so their center TPIANICA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate ske of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) D BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625) 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ LLOH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL BEARING;Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" A 4-09-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 5' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0.377" 3 -/ MAX TC PANEL TL DEFL = -0.057" @ 2'- 9.2" Allowed = 0.566" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 '0 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.9" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, re,-1 Truss designed for wind loads I in the plane of the truss only. 0 rn ti /- I I RIPIIIIIMIIIMMo 1 M-3x4 l l y 1-00 6-00 ikti �cj�'NG P FF�s`/ c�,�' 9 2 :9200PE 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J4 �/� Scale: 0.5508 l 0+ WARNINGS: GENERAL NOTES, unless otherwise noted: O Ct 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -9 "1 OREGON Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and b, Jti rim. 2.2t4 cern b bracing Inco proper pression we g must be installed where shown«, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at lO aa y 14, 2 �� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unites braced throughout their length by /� DATE: 12/8/2017 the overall structure Is the responsibility f the building desi continuous sheathing such as plywood sheathing(TC)and/or drywiall(BC). ///��� ponsi ty s g goer. 3.2z Impact bridging or lateral bating required where shown++ 6 `�` SEQ.: K4 0 0 8 4 3 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. ` t + fasteners are complete and at no time should any mads greater than B.Design assumes trusses are to be used In a noncoraslve environment, TRANS I D: LINK design mads be applied to any component. and are mr'ary condition"or use. 5.CompuTrus has no cental over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handlin necessary' p .1 g,shipment and installation of components. T.Design assumes adequate drainage is provided. December o,20 17 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on bath faces of truss,and placed so their center TPNATCA in BC51,copies of which will be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./Com uTms Software 1 LE 7.6.6 - 9.Digits Indicate size of plate In Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 72 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-138) 115 TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 394V -67/ 187H 4.00" 0.63 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" -107/ 172V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.172" @ 3'- 6.7" Allowed - 0.481" MAX TC PANEL TL DEFL = -0.157" @ 3'- 4.3" Allowed = 0.722" ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 10.00 17 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads ro in the plane of the truss only. 0 N I o 1 M-3x9 l y 1-00 6-00 (cQ,tD PPOFFss �,� �..-- '9 /029 89200PE r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J5 � Scale: 0.5261 WARNINGS: GENERAL NOTES, unless otherwise noted' ti Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGON Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2114 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,S �� 2.Design assumes the top and bottom chords to be laterally braced at •` 3.Additional temporary bracing to insure stability during construction2•o.c.and at 10'o.c.respectively unless braced throughout Shelf length by /O 14 a 0 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M "\ DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ • R A y `J ty SEQ.: K4008435 4.No load should be applied to any component until after all bracing and 4. 11ation of tru'rvss the s resareposibilliity of the repctiveveenractor.ant, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK C nrp Tadsbeappliedtoanycemp°neat. Iceoo and ares mG6adul°n"of gei 8.CompuTrus has no control over and assumes no responsibility for the 6.Dee full hoed^ t all supports shown.Shim or wedge' EXPIRES: 12-31-2019 scary. p�y fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,20 1 17 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sde of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN - 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 117 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -32/ 256V -61/ 146H 4.00" 0.41 KDDF ( 625) TOTAL LOAD= 42.0 PSF 5'- 7.7" 0/ 80V 0/ OH 5.50" 0.13 KDDF ( 625) 5'- 10.5" -110/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'PROVIDE FULL BEARING;Jts:1,3,21 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.166" @ 3'- 5.9" Allowed = 0.951" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.146" @ 3'- 3.5" Allowed = 0.676" 2 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.8" 10.00 '' MAX HORIZ. TL DEFL = -0.002" @ 5'- 0.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. up N O , �J 1►� 3 -/ M-3x4 1 1 5-10-08 $.ssGI c�? R %2� ....89200PE lir' JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J5X �! Scale: 0.5262INESI �+ WARNINGS: GENERAL NOTES, unless otherwise noted: t/ ,L7^' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -yG 40,OREGON Truss: J5X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.at4 coin b bracing t be installed where shown i. incorporation of component Is the responsibility of the building designer. pression we g mus 2.Designthe to d bottom chords to be laterally braced at �O �Y y 4 AO� 3.Additional temporary bracing to Insure stability during construction assumes p an y 1 4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectivey unless braced throughout their length by a ,S DATE: 12/8/2017 the overall structure is the res onsibis f the Wilding designer. continuous sheathing r such as acing re meed n ere s antl/or tlrywell(BC), IJV• P ry o e ¢ 3.I Impact bridging or lateral bracing required where shown* FR R 10, SEQ.: K4 0 0 6 4 3 6 4.No load should be applied to any component until eller all bracing and 4.Mstallatlun of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design a es trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are r"dry to be condition'of use. 5.compurrushas nocontrol over and assumes noresponsibility for me S.Design assusfull bearing alall supports shown.Shim orwedge ir EXPIRES: 12-31-2019 nerefabrication,handling, scary. fabrication, shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Ohms.and placed so their center TPIA TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.4" IBC 2015 MAX MEMBER FORCES 4WR/DD£/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-219) 192 3-4=(-118) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 366V -81/ 219H 4.00" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -243/ 407V 0/ OH 1.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4" -110/ SBV 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,4} BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/181) MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" //iMilliM MAX IC PANEL LL DEFL = 0.081" @ 2'- 8.3" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.722" i 0 0 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL - -0.003" @ 5'- 11.2" Design conforms to main windforce-resisting 17 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCCL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oo Truss designed for wind loads I in the plane of the truss only. 0 ro f 0 1 M-3x4 y 1-00 y 6-00 y 1-02-07 y ���c3 PROFFss �� �NGINEF9 /‹29 :9200PE r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J6 � • Scale: 0.4687 .4 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '7-74. % OREGONT �� Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.294 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 'I �O� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateralty braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at t0'o.c.respectively unless braced throughout their length by /O s continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). c DATE: 12/8/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ R R I .� SEQ.: K4008437 4.No load should be applied to any component until alter all bracing and Installation of trusIssherete bebulsed In a noncrespective veenvnment, a contractor. fasteners are complete and at no time should any loads5. greater than Design assumes truses design loses be applied to any component. and are far"dry condition.'of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atall oupportsshown.Shim orwedge if EXPIRES: 12-31-2019 rmcessary. fabrication,handling,shipment and installation of components. 7.Design assumes aderainageisprovided. December 8,2017 8.This design Is famished subject to the limitations set forth by 8.Plates shall be locateddonon both faces of truss,and placed so their center TPIANTCA In BCS(,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Diggs indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 ROOF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-218) 194 1-4=(0) 0 BC: 2x4 KDDF 1#1&BTR SPACED 24.0" O.C. 2-3=(-114) 69 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 225V -74/ 177H 4.00" 0.36 KDDF ( 625) 5'- 7.7" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -255/ 403V 0/ OH 1.50" 0.52 KDDF ( 625) 7'- 0.9" -106/ 63V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:l,9,2,31 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 MAX TC PANEL LL DEFL = 0.076" @ 2'- 7.7" Allowed = 0.451" MAX TC PANEL TL DEFL = -0.076" @ 2'- 10.4" Allowed = 0.676" SEASONED LUMBER IN DRY SERVICE CONDITIONS �) 12 � MAX HOAIZ. LL DEFL -0.003" @ 5'- 9.6" MAX HORIZ. TL DEFL = -0.003" @ 5'- 9.6" 10.00 7 2 Design conforms to main windforce-resisting isystem and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m ti 0 o ,I �J I 11010 4W32.1-4 M-3x9 l PROF 5-10-08 )' 1-02-07 b ���EO '4.0 Co �NGINEF9 /e 89200PE 44 yr • JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J6X fst Scale: 0.4684 WARNINGS: GENERAL NOTES, unless otherwise noted: © CC' I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 7 "�OREGON Truss: J6X and Warnings before construction commences. building component.Applicability of design parameters and proper A t 2.2x4 compression web bracing must be Installed where shown v. incorporation of component is the responsibility of the buiMing designer. 2-13,‘;..1" O\ ��^ 3.Additional temporary bracing to insure stability during wnclmGion 2.Design assumes the lop and bottom chords to be laterally braced at lO 9) y A •` is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by 1''F s ,S DATE: 12/8/2017 the overall structure is the responsibility of the building des) continuous sheathing such as acing replywood sheathing(TC)wereshhown r drywelt)OEi A NV P g 9acr. 4.InIt stallation of or thterelpracingr of e reepeshe contractor. /� R`�` SEQ.: K 4 0 0 B 4 3 8 4.No load should bem lete applied to any component until agar all eats bracing and 4.Design assumes of trusses Is the responsibility of the respective contractor. \\\ 1 v fasteners are complete and et no time should any loads greater man 5.Dealgn are to be used in a non-corrosive environment. TRANS I D• LINK design mads be applied to any component. and are ry condition"of e. 8.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. g,shipment and Installation of components. fabrication,handling, p 7.Design assumes adequate drainage is provided. December 8,20,t 17 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAVOCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Ino./CompuTNs Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-268) 237 3-9-) -92) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 367V -99/ 252H 9.00" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -227/ 363V 0/ OH 1.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL B'- 4.8" -19/ 19V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. FROVIDE FULL BEARING;Jts:2,5,3,91 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 4 4 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ') MAX TC PANEL LL DEFL = 0.127" @ 2'- 10.9" Allowed = 0.981" MAX TC PANEL TL DEFL = 0.112" @ 2'- 10.9" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL - -0.003" @ 8'- 4.1" 12 10.00 7 3 Design conforms to main windforce-resisting system and components and cladding criteria. I �) Wind: 140 mph, h=22.7ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 ' t o �� 5 0. O 1 M-3x4 y )' b l (<51/4E) PRore. 1-00 6-00 2-04-13 GINE esi CCP lv 89200PE• 9c' • JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J7 • Scale: 0.4226 M WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 4(/� Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.34 compression web bracing must be Installed where shown+, incorporation of componentis the responsibility of the building designer. ,I �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •4. /7"�Y 2'o c and at 1P o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of 'O •s O Q DATE: 12/8/2017 the overall structure is the responsibility f the building des( continuous sheathing such as plywood required et where own+tlrywall(BC). v pons ty o g gnat. 3.2a Impact bridging or lateral bracing required where shown*+ FR R i Lt- SE K4 0 0 B 4 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus hes no ontrol over end assumes no responsibil y or the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nary. fabrication,handling,shipment and Ineon of components. 7.Design assumes adequate drainage is provided. December 8,20 1 7 limitations 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANlCA in BCSI,copies of which 0111 be furnished upon request. lines coincide with joint center lines. P.Digits indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-267) 239 1-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -91) 38 WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 227V -87/ 210H 4.00" 0.36 KDDF ( 625) 5'- 7.7" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -236/ 361V 0/ OH 1.50" 0.46 KDDF ( 625) 8'- 3.3" -19/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:l,4,2,31 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 3 -/ MAX TC PANEL LL DEFL = 0.120" @ 2'- 10.2" Allowed - 0.951" MAX TC PANEL TL DEFL = 0.105" @ 2'- 10.2" Allowed = 0.676" SEASONED LUMBER IN DRY SERVICE CONDITIONS )) MAX HORIZ. LL DEFL = -0.003" @ 8'- 2.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 2.6" 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 2 Wind: 140 mph, h-22.7ft, TCDL-4.2,BCDL=6.D, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, (j Truss designed for wind loads in the plane of the truss only. m I 0 o , t w- Aid 1�-A 4 �� 0 M-3x4 b b y ���Ep PR OFFss 5-10-08 2-04-13 ENGINE, /,2 ct 89200PE• 9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J7X • Scale: 0.9228 •40°�� • WARNINGS: GENERAL NOTES, unless otherwise noted: Q � ' Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndruidual 7L/ 4,OREGON Ott/ Truss: J7 X and Warnings before construction commences. building component.Applicability of design parameters and proper 1_ 2.2r4 compression web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer. 2�� Q�- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bracedat er O Y 14 s is the responsibilay of the erector.Additional permanent bracing of 2'ox.and at sheathtY ing respectively unlace braced throughout their length by DATE: 12/8/2017 the overall structure Is the responsibility of building deet continuous sheathing such as ptywootl sheathing(TC)antl/or tlrywall(BC). p ty o g gner. 3.Zx Impact bridging or lateral bracing required where shown �.b RIO_ SEQ. : K4 0 0 8 4 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifty of the respectoe contractor. I� 1 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design full tausu 5.CompuTrus has no control over and assumes no responsibility for the ne B B a supports shown.Shim or wedge H EXPIRES: 12-31-2019 fabrication,handling, no..., Ik,� p r� ,1 ed ipmencaodhe limitations of components. 7.Designassumesbee lc ted oneothi faces iotrusise December 8,2017 6.This design is furnished subject to the limitations set runts by 8.Plates shell be located on both(aces of truss,and placed so!halt center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate see of plate in inches. MITek USA,Ino./CotnpuTruS Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.8" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-330) 237 3-4=(-136) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 14.4" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 370V -102/ 304H 4.00" 0.59 KDDF ( 625) 5'- 9.2" 0/ 71V 0/ OH 5.50" 0.11 KDIF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -205/ 355V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 4.8" -128/ 197V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Sts:2,6,3,41 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 5 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.005" @ 9'- 7.2" Allowed = 0.120" 4 MAX TL DEFL = -0.006" @ 9'- 7.2" Allowed = 0.160" .00•04/0 MAX TC PANEL LL DEFL = 0.074" @ 3'- 4.2" Allowed = 0.981" MAX TC PANEL TL DEFL = -0.084" @ 3'- 1.7" Allowed = 0.722" �( SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ B'- 9.1" 10.00 12 MAX HORIZ. TL DEFL = -0.005" @ B'- 9.1" Design conforms to main windforce-resisting 3 system and components and cladding criteria. 0 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ij (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), nn load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. clo rh o I 6 0 1 M-3x4 y Y )" y ���ED PRO4.0 1-00 6-00 3-07-04 �C?N� 0NGINEtc9 io 89200PE r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J8 Scale: 0.3809 WARNINGS: GENERAL NOTES, unless otherwise noted: 13 tr 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual OREGON D� cti Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braGng must De installed where shown�. incorporation of component Is the responsibility of the building designer. �I 2 �1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at GAO 9• 1.4., .LO T� is the responsibility of the erector.Additional permanent bracing of 2'o..and at to o,c.respeG plywoodly unless braced throughout their length by M74/ DATE: 12/8/2017 the overall structure is the responsibility fthe building designer. 2cxImpa unsheathing wchasaired liens own+tlrywell(BC). ` ponsi ty a g 3,h Impact bridging or lateral bracing required where shown++ R�`�y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K4 0 0 B 4 41 fasteners are cemplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design mads be applied to any component. and e^ rttmeSodlbeev of poo wedge 5.CompuTrushas nocentrolover and aswmeanaresponsibility krthe 6.Dfull bearing tallw rte shown.Shim or wed If EXPIRES: 12-31-2019 necessary. I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided.usDecember 8,201 7 6.This design is furnished subject to thet limitations set forth by 8.Plates shall be located on both faces of truss,,and placed so their center TPINVICA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrss Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 5.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-320) 289 1-4=(D) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 46 WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 226V -101/ 244H 4.00" 0.36 KDDF ( 625) 5'- 7.7" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -259/ 385V 0/ OH 1.50" 0.49 KDDF ( 625) 9'- 5.8" -51/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:1,4,2,31 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.080" @ 2'- 10.3" Allowed = 0.451" 3 -7 MAX TC PANEL TL DEFL = -0.075" @ 2'- 10.4" Allowed = 0.676" SEASONED LUMBER IN DRY SERVICE CONDITIONS 70.007r) MAX HOAIZ. LL DEFL = -0.005" @ 9'- 5.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 of I �J aWIIIIIIMMIIIMIIM oI 1 t� 4►' 0 M-3x4 b y 1, .<<51% PROFFss 5-10-08 3-07-04 �� 0NGINEFR /0 :921OPE 9C JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J8Xir ----e----- Scale: 0.3816 �' j WARNINGS: GENERAL NOTES, unless otherwise noted: © CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters sheen and is for an mdNidual "Zii 4,6. OREGON �� Truss: J8X and Warnings before construction commences. building component Applicability of design parameters and proper 2.294 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 20\ �� 3.Additional temponary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at 14, ' is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 10'o.c.respectively links braced throughout their length by Y /� DATE: 12/8/2017 the overall structure is the res onsibl6 f the building continuous sheathing such as plywood required el where s and/or tlryvrell(BC). YV1 p ly o B designer. 3.2x Impact bridging or lateral bracing required where shown.. �R��� SEQ.: K4 0 0 8 4 4 2 4.No load should be applied to any component until alter all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are far"dry condition"or use. TRANS ID: LINK B.CompuTushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necefabrication,handling, spryp ll,,��p .1 edismeaot oteslallaaiensfcompoheyts. 8.Design besatleduo drainage fcelo truss, December 8,2017 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPVWTCA in BCSI,copies of which wi11 be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-374) 304 3-4=(-143) 57 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=) -56) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.3" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 0.0" -129/ 192V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ]COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. ] -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.001" @ 10'- 9.3" Allowed - 0.078" MAX TL DEFL = -0.001" @ 10'- 9.3" Allowed - 0.103" /12 MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed - 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed - 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iload duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. mrn JCO R,Ep PROFF s * l y y 1-00 6-00 4-09-05 �� NGINEL� /0* :9210P pc' JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J91�„,...e# Scale: 0.3358 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNidual -4L ",OREGON �� Truss: J9 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown v. incorporation of component is the responsibility of the building designer. A'I 2�� Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,O +T 14 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'f „A:0'- 3. DATE: 12/8/2017 the overall structure is the res ormibill f the building designer. 2ycontinuousIpb sheathing or such l b acinplywg re airedheaf ere s ownand/.i.drywall(Bc). M �RILE- 14 p ty o g goer. 3.2x Impact bridging or labral bracing required where shown« SEQ.: K4008443 4.No load should be applied to any component until after all bracing and 4.Installation oftruss Isthe tsotifenerespective civeveenvcontractor. ment, fasteners are complete and at no time should any loads greater than 5.Design as me sare to seed TRANS I D: LINK design loads be applied to any component. and ars mrudry condition.of sae. 8.D 5.CompuTrus has no control over and assumes no responsibility for the emi 6n assumes full bearing al all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling, cesum shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,20.I 17 6.This design rs furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center ' TPIW1CA in SCSI,copies of which will be furnished upon request. lees coincide with joint center lines. B.Digits indicate size of plate in inches. M7ek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-192) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5-( -55) 29 BC LATERAL SUPPORT <- 12"OC. CON. LL( 25.5)00L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -137/ 199V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'PROVIDE FULL BEARING;Sts:2,6,3,9,5' 5 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" 4 MAX TC PANEL TL DEFL = -0.075" 0 3'- 2.4" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" MAX HORIZ- TL DEFL = -0.007" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 o Truss designed for wind loads I in the plane of the truss only. 4 0 V I 0 rn II I 6 0 1M-3x4 � �EpPROpS y1-001 6-00 l 5-11-11 y �� NGINEF,/O2 :9200PE -9r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - J10 ANIP/ Scale: 0.3325 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual -7G 4 OREGON �� Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. 'I d �O� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y o.c,and at 19 02.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing ofan ,O / 'T 1 DATE: 12/8/2017 the overall structure is the responsibility of the buildingdesigner. continuous sheathing suchrl bracings p%wgre aired w ere shown a arywell(BC). p ty B 3.In Impact brldging or lateral ponib required where shown•contractor.a '47��L�I�� SEQ.: K400B444 4.Notones arelcm aleeian no temp any after alleater g antl 4.5.Designalletlon allu tru:sene a are obebubsed in aty of erespective noncorrosive environment, n fasteners are complete and Clal no time should any loads greater than assumes design nada be applied to any component and are for Mty condition'of use. TRANS ID: LINK 5.lompuTsa has no ontrolover and assumes noresponsibllttybrthe necessary. 6.Dei n ssumesfullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 l fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2017 0.This design ts famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed ea their center TPIANrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. S.Digits indicate sae of plate In Inches. MiTek USA,Ino./CompuTms Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-7371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-74) 28 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED PRO AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed - 0.129" MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor-1.6, I Truss designed for wind loads o in the plane of the truss only. cs m f- m vv 0 f2► 4 M-3x4 1 b b l 1-08 3-06 -c.c, PR pFF 74GLNE4\9 921OP r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - P1 �- 4.....-Z.--..„ Scale: 0.8153 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 4c 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -yL ",OREGON �� Truss: P1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the balding designer. S°'\„.‘17.‘" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �O a y 1 A is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 11Y o.c.respectively unless braced throughout their length by Y DATE: 12/8/2017 the overall structure Is the responsibility f the building designer. continuous sheathing such as plywood q trod w g(TC)and/or drywall(BC). P ty o g g 3.2x Impact bridging or lateral bracing required where shown++ �R R 1 L�- SEQ.: K4008445 4.Noload should beapplied toany component until after all bracing and 5.4. allation oftrusisthheresponseibudn li rhnon-corrosive environment, fasteners are complete and at no time should any loads greater thanDesign assumes to b design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment and Installation of components. story phey 7.Design bebatled on bath is provided. December 8,2017 6.This design is tarnished subject to the limitations tet forth by B.Plates shall be boated on both faces of trots,and placed so their center TPIM1MCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(IL)-E to.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER LOAD DURATION INCREASE = 1.15 CHORDS: LOADING TC 2X9-2 KDDF #1&BTR TOP CHORD LL + DL = 32.0 PSF M-5x8+ 3 4 2 100 A 5.14 7 M-3x6 M-3x8 2 0 rn o o 1 • l b 1 2-02-08 3-09-10 co"S<�``) PR°FFss ° 89200PE vx JOB NAME : POLYGON 3-D MOD LOT 54 ERT - PR i�,= Scale: 0.8493 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '�L ,�OREGON �� Truss: PR and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �O` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at d is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by /O T 1 DATE: 12/8/2017 the overall structure is the responsibility of buildingcontinuous sheathing such as plywood cited ng(TC)and/or tlrywall(BC). a� P ty o designer. 3.20 Impact bridging or lateral bracing required where shown++ �� �� SE K4008446 4.No load should be applied to any component until after all bracing and 4.Installationsr truss is the responsibility of the respective contractor. •l 4' fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ition.'of use. TRANS ID: LINK design mads be applied to any component. 6.oesmass mos ulfor'dry lbeanng al all supports shown.Shim or wedge it 5.Compurrushas nocontrol over and assumes noresponsibility for the necessary. EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design is furnished subject to the Ilmkations set forth by a.Plates shall be located on both faces of truss,and placed so their center TPVW1CA in BCSI,copies of which All be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTnvs Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -92/ 327V -15/ 61H 5.50" 0.52 KDDF ( 625) 1'- 1.4'• -69/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing] 1-02-02 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.018" 12 MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" 10.00 F MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX BC PANEL TL DEFL = -0.000" @ 1'- 2.7" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 1'- 1.4" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, % i Truss designed for wind loads o in the plane of the truss only. o m 7 ti a 0 M-3x44 1 )' y y 1-00 2-00 c3S �'�c. ANG NEER /a--9 g .0,1' r JOB NAME : POLYGON 3-D MOD LOT 54 ERT - PSJ111101P1?" • Scale: 0.7601 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '9G 4,OREGON As Truss: PSJI and Warnings before construction commences. building component.Applicability or design parameters and proper A� 2.2s4 compression web bracing must be installed where shown+. incoiporegon of component is the responsibility of the building designer. �O` �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al d is the responsibility or the erector.Additional permanent bracing of 2'ob.and at 1P o.c.respectively unless braced throughout their length by ,O 'T f DATE: 12/8/2017 the overall structure is the responsibility f the building desl continuous sheathing such l b plywood aired sheathing(TC)and/or tlrywall(BC). ��� �� P ly o g g^er� 3.Zit Impact bridging or lateral bracing required where shown++ SEQ.: K 4 0 0 B 4 4 7 4.No load should be applied to any component until after all bracing and 5.Installation of truss asis es are o bebuheetl In ty of herespective noncorroalve environment, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component and are for"dry oontlnmn•or use. TRANS I D: LINK s.Compurrus has no control over and assumes no responsibility forme 6.Design sesames full bearing at an supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TPIA1?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 IMITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT 0= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -29/ 92V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" A 1-11-11 / MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 7 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 ' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. s 0 0 0 on f 1111111111111 <- ►Z' 9►ZM 0 M-3x9 1 i b 1 1-00 2-00 '`��Ep PR pFFs �� �NGiNEFh' (sic,/c2 :9200PE yr JOB NAME : POLYGON 3-D MOD LOT 54 ERT - SJ3 Scale: 0.6958 t /� WARNINGS: GENERAL NOTES, unless otherwise noted: Q 4' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -7t. .OREGON �� Truss: S J3 and Warnings befsre construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown*. incorporation of component Is the reaponslbllky of the building designer. (>0 �� 3.Additional temporary bracing to insure stability during construction7 2.Design assumes the top and bottom chords to be laleralty braced at /O *1Y 1 A o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of Y DATE: 12/8/2017 the overall structure is the responsibility f the building desi continuous sheathing suchasplywood aired sheathing(TC)showand/orn drywell(BC). p ry o o goer. 3.In Impact bridging or lateral bracing required where shown** eR R 10- SEQ.: K4 0 0 B 4 4 8 4.No load should be applied to any component until alter all bracing and 4.5.Designion of truss is assumestlassehe s are Po bebusetl iof n nonpective nosivice environment, fasteners are complete and at no time should any loads greater than TRANS I D: LINK design loads be applied to any component. B.design for"dry condition" f vi ail supports snows.Shim or wedge it 5.CompuTrus has no control over and assumes no responsibility for the cegaea°mea g a ppo g EXPIRES: 12-31-2019 7 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2017 17 6.This design is furnished subject to the limitations set forth by 8.Plates strati be located on both laces of truss,and placed so their canter TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide wtth joint center lines. 9.Digits indicate size of plate in Inches. M7ek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 6.00 BOTTOM CHORD CHECKED FOR 100SF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 -i MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oo load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. c< M i' Ifil i' o2 11111. 114 11111. / M-3x4 1 1 b b ,L 1-08 2-00 1-03-11 ��Ep PROFFss �k,� �NGINf�' /`may 89200PE C JOB NAME : POLYGON 3-D MOD LOT 54 ERT - SJ1 Scale: 0.6399 i� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON �4j Truss: S JI and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression b bracing t be installed where shown+. Incorporation of component is the responsibility th of the building ra designer. �t,I 20� �� prossmn we g mutt 2.Design assumes the too and bottom chords to be laterally braced at /Q -7 r 1 4 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)antllor drywall(BC). V DATE: 12/8/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+4- SEQ.: MER R t LL S E Q": K4 0 0 B 4 4 9 4.Na load should be complete applied to any component until after ail bracing and 5.Installation of truss issethe s are to be used Inility of a no respective osioe environment, contractor. fasteners are complete and at no time should any mads greater than Design assumes design loads be applied to any component. antl are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the G Design assumes full bearing at all supports shown.Slim orwedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment and installation of components. scary sujn pthby 7.Pltessassumes adequate nbo fagelspmssed. December 8,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-137) 59 3-4=( -56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -98/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,5,3,41 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL - 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 4 2 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 p MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" '' MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 o Truss designed for wind loads in the plane of the truss only. co 0 m 1 �i� o i o 2 11101 . 5 1111611 o 1 M-3x9 l l l l 1-08 2-00 9-07-11 4. \S���NG N e,,, 0 �� R 2 89200PE -9r 410. JOB NAME : POLYGON 3-D MOD LOT 54 ERT - SJ2 /--- Scale: 0.5857 �J, ' WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr Truss: S J2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an lnd6idual 'Y ,OREGON t(/ and Warnings before construction commences. building component.Applicability of design parameters and proper A- 2.2z4 compression web bracing must be installed where shown+. incorporation olcomponent is the responsibility of the building designer. Z�� P'�� 3.Additional temporary bracing to insure stability during construction 2.Design and etf assumes the[op and bottom chords to be laterally braced al i0 9 y 14 is the responsibility of the erector.Additional permanent bracing of 2'o.c. at 10'o.c.respectively unless braced throughout their length by DATE: 12/8/2017 the overall structure is the responsibility of bu1141 tlesi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ponsi ty o g designer. 3.2z Impact bridging or lateral bracing required where shown++ FR RIO- SEQ.: K4008450 4.No load should be applied to any component until after all bracing and 4.Installation of truss lathe responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for dry antlftmn of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if • EXPIRES: 12-31-2019 fabrication,handling, necessary. ahipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2017 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTros Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #105TH LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD — 32.0 PSF Wind: 140 mph, h=20.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD — 42.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PDF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. . 3-06 3-06 1 T 1' 12 12 6.00 1;7' Q 6.00 11M-4x4 2 0111.1111111111 III -/1 0 oo o III A 4 5 y y 1 b 1-00 7-00 1-00 ���Ep PROpen o �,� NGINEFR /-29 :9200PE v JOB NAME : POLYGON 3—D MOD LOT 54 ERT — XGE Scale: 0.5499 _ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual yL 4fOREGON Og „era, Truss: XGE and Wareings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �O♦ �� 3.AddelonaI temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,O 14, DATE: 12/8/2017 the overall structure Is the es onsibili of building designer. continuous sheathing such l b plywoodsheathing(TC)aired eres and/or tlrywall(BC). MFR R 1�� responsibility o g 9 3.2x Impact bridging or lateral bracing d required where shown•r d• SEQ.: K4008451 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibilityresponsibilityfthe respectbe resive men(contractor. fasteners are complete and at no time should any toads greater than Design assumes trusses are to be used in a TRANS I D: LINK design loads be applied to any component. 6. andare tor condition" f use.tsupports mown.shim or wad if 5.CompuTnvshas nocontrol over and assumes noresponsibility for the s assumes bearing ppo wedgeEXPIRES: 12-31-2019 rammer/. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December �y 8,20 1 17 6.This design is furnished subtract to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate size of ctate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury 1EDimensions are in ft-in-sixteenths. IrriV Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0'/ �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative TorI 1 L\11 I i 0,An p bracing should be considered. 1011.4111pr O 3. Never exceed the design loading shown and never O ®� d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 cs-s designer,erection supervisor,property owner and plates 0- 111/ 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i�� Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 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. •=10 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing onlyMINIM . 0 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal Mil19.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. MiTelc ° BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MI1-7473 rev.01/29/2013 Job Truss Truss Type Qty Ply 3D R41832602 PL14-121_UP F01 Floor 17 1 Job Reference(optional) Pack Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:54 2014 Page 1 ID:SygD?CTgSFZSISNcS1 ttIDzR3Xv-djDAkdT?Wq1 gR6Aiu2whgSrzALaeptNpCinHGIzOQRB I 2-6-0 10-10-2 II 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • • a a • ® a 17 16 15 14 13 12 ,f'f 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-6-2 I 11-4-2 iIl-11-21 I 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge),[7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incl YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. 'VONTO 'st' TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 , BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 .7 �-v Q77j/r.�Vii,' WEBS 2-17=1913/0,2-16=0/1299,4-16=-660/0,4-15=57/292,5-15=-281/0,6-15=62/602,9-11=-1916/0,9-12=0/1262, (t 7-12=756/0 /Y'�h f ''?' ,� NOTES 2. N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 4 r 3)This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSI/I-PI 1. b. 49639 S� 4. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O e i Sy; be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �� 5 .1k-- E /0.4 `t` 87022PE {' CV y 'r-0j, OREGO (1'2. tv 'PO c6,114E3ER AN EXPIRES:06/30/2015 April 22,2014 ®WARNING.Volt',Efelgig pucunty r rs ab:.READ 4101ES 01171115 AC INaLtEO 0111£14 REFERENCE PAGE 311.r1473 ril,4 3,125/2014 BF ME(/SE Design void for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the N '���• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'Y[ fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TPli Quality Criteria,006-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern.tine(5P)lumber is verified,the afesignvalues arestitove effective 0e,S01/2oi:3 by MSC Job Truss Truss Type Qty Ply 3D R41832603 PL14-121_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:56 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-Z6Kw9JVF2RIOhQK40Ty9vixLZ8PkHIx6f0GOKAzOQR9 I 2-6-0 1-9-8 .i1 1-2-0 II 1-6-0 II 1-1-12 1 1 2-5-8 II 1-2-0 II 2-0-8 1 I 1-4-0 I Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 I ' a e 9 � a N /o e e- + arE?' 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8 = 3x6 = 12-74 I 8-8-12 I 11-5-4 'I2-0-4 17-4-12 21-5-12 1 8-8-12 2-8-8 b-7-013-7-0 I 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edeel,F7:0-1-8,Edgel,116:0-1-8,Edael.122:0.1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) 01ON10 ty., Vis, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'OC. 01 WAS. el)'' TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, C. 'Sx 1/''C's t 9-10=0/571,10-11=0/571,11-12=0/566 fi i 'It f BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, ( k°-" ?z t, 15-16=-22/297,14-15=286/61 WEBS 6-19=-504/0,2-23=705/0,4-20=-540/0,7-19=-642/0,9-15=-821/0,12-14=-66/308, 12-15=-457/0,6-20=0/535 ,i?r NOTES t� 496399 1)Unbalanced floor live loads have been considered for this design. TS i 2)All plates are 3x4 MT20 unless otherwise indicated. /ONAL G 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to \)0PROF be attached to walls at their outer ends or restrained by other means. �' s 7)CAUTION,Do not erect truss backwards. �4�\Co. �NAGI N R.45'j� LOADCASE(S) Standard 870 2PE ' 'A0 'I`rQER 1\ EXPIRES:06/30/2015 April 22,2014 B $ fiNT% Neat,Align ar5lMwrsxud°READWIZSONTHIS A//9i:°/.1O'EDN€TEKREFERENT PAGE NIT 7473mt.1,129/3013BEM LSE it Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the R # �'+•- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Qua8ty Crileda,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Saul-hzm.Pine(SP/lum!NEP isspecified.tha dr.cigarvaluesace those at4-testivreo6POaf2O13 by MSC Job Truss Truss Type Qty Ply 3D R41832604 PL14-121 UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15-4157 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-21ulMfVupIQFIZvHZATOR4T WSYngOmzFug?xtdzOQR8 I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 ll 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 Il 1 2 3 4 5 6 7 o- •. • o I I o N N 11111111.1111 o e e L. 1 11 10 8 0 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 3-34 13-10-4 8-7-12 B$p 12-9-0 I 2-8-4 0-7-0 0-7-0 0-1-8 4-8-0 0-h-h 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edciel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 0."ONTO t,_ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. %, WAS)i 4 TOP CHORD 2-3=-565/0,3-4=-565/0,4 5=0/538,5-6=0/533 C /4, , ' YC �y BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 7/J�`t' / 'j WEBS 2-12=-610!0,4-9=-84110,6-8=-123/255,6 9 X44/0 ��} on f r - NOTES tha ;< �r 1)Unbalanced floor live loads have been considered for this design. 47 2)Refer to girder(s)for truss to truss connections. 49639 44, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12, 0, 4)Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding 100 lb uplift at joint(s)8. IS i cx 4 P . referenced standard ANSI/TPI t. �' ' ed in accordance with the 2012 International BuildingCode section 2306.1 and 'L� 5)This truss is design �Q j,;� 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to NA be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �0 OF� LOAD CASE(S) Standard �\Co ti�G1 - <0 -< 87022 PE 9c to cv 5.y '6), GREG*N (i,::' � ' � ' � O 48ER N © ' A H RSP EXPIRES:O&30/2015 April 22,2014 ®6YA. 7 -Writ ydesign raratl tersaildREADMES G/4 mars AN&IMIttE6HIM YREFERENT PA&E11117413mg.1,/29/201Zl#013/tE'f : Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Milt" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the #-TQ'`^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB i R fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPIl Quarry Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informafion available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pine SRI lumber'is spectfied,the design+msec are those effective 08-101/2013 by MSC Job Truss Truss Type Qty Ply 3D R41832605 PL14-121_UP F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek industries,Inc.Mon Apr 21 15:41:58 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-WVSga?WWa3Y6ra UT7u d 10i3y711Em06K1UP3zOQR7 F- 1-9-0 I I 1-6-4 I I 2-4-12 1 1 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:21.0 1.5x3 II 3x4 = 1.5x3 II 3x6 = 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 0 .L,...,.................................. ".......,........................„..,. .,...... 7.e.,,,,..........„...„,„....„7„.. o N e e 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y): 15:0-1-8,Edgel,110:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13. REACTIONS (lb/size) 14=200/Mechanical,12=588/0-5-8 (min.0-1-8),9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) or�ro FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=390/0 �, o �4a11Sjy1 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 (.t �4 WEBS 4-12=-387/0,2-14=-328/0,5-12--541/0,4-13=0/368,7-9=-351/0 .t. *ate j x x t' NOTES ` f N 1)Unbalanced floor live loads have been considered for this design. \ 2)Refer to girder(s)for truss to truss connections. er fF�- 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ',I=4 49639 i'Q; 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131+'X 3")nails. Strongbacks to 0� NIS P81Z be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. - , NAI G LOAD CASE(S) Standard rIOPROpF 4F- G 'sE4.Nf , - °9`c 87022PE N cat y '0j, OREG*N (1'5> Lr✓ `9 A. NERA EXPIRES:06130/2015 April 22,2014 c , A A r17? -Verfy de=_/ggu pa:ametrs u fi READ P/TIES Gt1 WS?4N5 7:/QUEID 1 17E?C1.11041MI PAGE WE 7473 In 1/2512014 BEM POE �� Design valid for use only with Mttek connectors.This design is based only upon parameters shown,and is for an individual building component. �t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R. - �'` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tt Sauthes x Pine$'SP)tssmiser is specified,the design values are Chase etfestine 0,6/#13J2531.3 by At5C Job Truss Truss Type Qty Ply 3D R41832606 PL14-121 UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:59 2014 Page 1 N N ID:SygD?CTgSFZSjSNcSIttIDzR3Xv- h02nLX8KMgzYt3fhbV5XVZ0IMMDUehYL U2xVzOQR6 I 2-3-12 1 1 1-2-0 I I 1-0-0 2-6-0 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 0 0 a 12 11 10 9 8 3x4= 1.5x3 11 3x4= 3x6= 3x4= I 12-7-4 I 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Ednel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3 ONIO TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 t BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 0�WASi�1. WEBS 3-10=0/263,2-12=1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 Cr ,Cf* NOTES g2 f : 0 6 1)Unbalanced floor live loads have been considered for this design. — N 2)Refer to girder(s)for truss to truss connections. t+ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .7 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �i 49639 ' be attached to walls at their outer ends or restrained by other means. 0 'I I Ems"e LOAD CASE(S) Standard IONAP ''i.-`s PROp�ss 144 -7 87022PE } cJ3 '21y -0j, ORECO ( 40 -Pci `� � A. HEAP EXPIRES:06!30/2015 April 22,2014 a it A8t Vc:if fdrs`gopurootutrs3dREAD ICTES04THIS ANAI/2I a MITEK REFEFINCE PAGE MIf1413mcii,25fificBE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. Y(�I�i k- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,056-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tPherchmrsrffiflet5P(lumber in spec ed„the ttelig99:netu#S art.ttnvwefot•ti e05/161f:$Ca1.3 by MSC Job Truss Truss Type Qty Ply 3D R41832607 PL14-121_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:00 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-StaR?hYm5gog91 esFJ053j51 emmFD7ehaeEbTxzOQRS I 2-6-0 I 1-9-8 1 1 1-2-0 11 1-3-4 1 1-6-0 I I 2-5-8 1 1 1-2-0 11 1-11-0 I Scale=1:25.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 ® e e 0 IL_00008111901.11.111.111111 1141111114141111111114444t V N e e `nQp e ee U16 15 14 cif 12 11 3x8= 1.5x3 II 1.5x3 II I 4-6-8 i 5-1-8 15-8-8 1 8-8-12 I 11-5-4 112-0-4112-7-4 1 14-9-4 I 4-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge1,18:0-1-8,Edge1,114:0-1-8,Edgel,115:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. I WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=357/Mechanical,13=706/0-3-8 (min.0-1-8),10=225/0-2-4 (min.0-1-8) Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) 01ON!O �h FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. " TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 c7 �-WAS - Y BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 {t 4 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=364/0 ,.� 'r 6 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. . 3)Refer to girder(s)for truss to truss connections. 49639' 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. °44, 4'01S1 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,Cn 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S$$ AL � be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard <<co. -c1> [} P R Op s � GtN F,(1 1p.9 87022PE f i > EXPIRES:06130/2015 April 22,2014 r 6Yr§?tNT77-%leaf&lip parame tors a 3 READ MIS ON THIS AND MIMED X11IEK REFERENCE pAGE NII 7473 m 41/15/251c BMW FUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ByYI 1�T�'r14* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding S fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Qualify Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5es.0t1ernFinetSP)tumtsra is BSctfiecL,the design valves age etrn4-e414fectiv4C45/411/2013tr,EALSC Job Truss Truss Type Qty Ply 3D R41832608 PL14-121_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:01 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-w48pC0YOs_whnBD2o0YKcwe9A9z3yTvrplz900zOQR4 2-6-0 I 11-0-10 II 1-2-0 1 10-11-2 I Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 a e. 00 0 • Io y \ N d O • a e_ re. �Jlpp`/ln 1 16 15 14 13 12 3x4= 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-8-10 I 11-6-10 112-1-10I I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edeel,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01 ONTO TOP CHORD 2-3=3020/0,3-4=3020/0,4-5=3781/0,5-6=-3781/0,6-7=-3451/0,7-8=2988/0,8-9=-2988/0 Vii, BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 QC WASHY `�{� WEBS 2-17=1937/0,2-16=0/1323,416=685/0,4-15=28/296,5-15=266/0,6-15=69/599,9-11=-1940/0,9-12=0/1285, rt x N•18 7-12=786/0 i12iQ� f�-' 0 2 NOTES t'.. 1)Unbalanced floor live loads have been considered for this design. tie 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. `,IY 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 'k` 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �j � IST � ' be attached to walls at their outer ends or restrained by other means. .rC+ LOAD CASE(S) Standard .gy p PRQFFss 87022PE r" -co - ,, N 'j, °REGO 99 a 1'Iscc 8ER 1� Sd4 H-ck �� EXPIRES:0613012015 April 22,2014 a _ 4 WAJlNI4G-Verr' de_=iyyn pammr:srs aitr REAli 17S Grid MIS ANDL,4cLULE4/4718K AEFEPsEN7E PAGE Pa 1473 m r 1,12512SiSL tEUSE Design void for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BY( E fabrication,quality control storage,delivery,erection and bracing,consult ANSI/711 QuaBty CrIterks,DS6-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tF§authern.Pinelamf1umtner isspecified,the desigrrestlees arc h's,e see tiva 06/03/2€51..8 toy At§[: Job Truss Truss Type Qty Ply 3D R41832609 PL14-121 UP F09 Floor 3 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:02 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-OGiBQMZOdH2YPLnEMj3Z88BKvZJHhw8_1 yjiYgzOQR3 I 2-6-0 I 1 1-0-14 Il 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 I I 1 2 a 3 4 5 6 7 8 9 10 , a/. 4.\ 1N w. 1 16 15 14 13 12 �T 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-14 I 11-6-14 112-1-11 l 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(XX): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Inc: YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 011 TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=2992/0 "L 0, C7 1 Vi BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 DA ii- WEBS 2-17=7940/0,2-16=0/1326,4-16=687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, {,t , i-- (r NOTES C.4 WI 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. iFT r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 'b 49639 mgr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O. .0ISTE ' be attached to walls at their outer ends or restrained by other means. SIONAI, . LOAD CASE(S) Standard ''co.,..(<- t0 PRO,��'9s 870 2PE 5.$ � -$1,-0), ()REG N (1,Q),4„4/ EXPIRES:06/30/2015 April 22,2014 4 A WARNLY3-Ve_fy Ede-49n ra mrs a.;d SEAT NYiES ON THIS ANL maim Nr7EKREFERENGE ma MU 7413 re c.4125/2014OE,3 USE ��' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 QuaBty Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Crtrus Heights,CA,95610 ifSouthern Pine f53Tjaumher issl°rectrft•d,the design valuers acs thate eftest ie O53S33f2OS.3 by AVEC Job Truss Truss Type Qty Ply 3D R41832610 PL14-121 UP F10 Floor5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s-Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:03 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-sSFZdiaeObAPOUMQwRaohLjY2zoGQPi8GcSF4GzOQR2 I 1-2-4 1-2-12 I 2-6-0 I I 1-2-0 I I 1-3-0 1-6-0 Scale=1:21.2 1.5x3 I I 3x6= 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 I. .Ar— 111111111111111111111111111111141111111111111111111114 — _zzz". o °° 14 J\ 12 11 10 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= I 1-54 I 8-0-6 1 8-7-8 1 9-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 15:0-1-8,Eduel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.53 HOrz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=585/Mechanical,13=1259/0-5-8 (min.0-1-8),9=388/0-3-4 (min.0-1-8) Max Uplift14=628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) lONYO + � FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �,?� WAS `t TOP CHORD 2-3=0/824,3-4=-647/0,4-5 -647/0,5-6=-791/0,6-7=-791/0 , , 7--i 0,, BOT CHORD 13-14=824/0,11-12=0/791,10-11=0/791,9-10=0/494 h i Mfr., a WEBS 2-13=738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 E. - t $ NOTES I 1)Unbalanced floor live loads have been considered for this design. °,!r rt1 k` 2)Refer to girder(s)for truss to truss connections. 49639 '` 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=628. Q.k ' 0,£S,VW 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s ' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to SlONAL' � be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard � ' ;} PROre�s .,,c....4„4-0-'‘\ � 87022PE v- / ' * IV y SAT OREGO c'AO ''P,..., '',1.,,,„........ pia EXPIRES:06/30/2015 April 22,2014 t WARNWJ-Vc//ydeign parJPEmrsaidREAD MiTES0ydMIS AM mum MIRK PEFERENaPAGE MT7473maI/28/28itBETH USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown il is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the f iT MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 tt� Information 5oo nhesnPne(SP"tvlimbersstwdtled,.the 22314. Citrus Heights,CA,95610 design art Shame pt€eexttve 0 5 785 3/201 3 try MSC Job Truss Truss Type Qty Ply 3D R41832611 PL14-121_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-Kepxg2bH9vlGeexdU851 EZGjhNAJ9xiHVGCpcjzOQR1 I 2-5-4 11 t-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 1"-- o eo _ _ — IIIIIIIIIIIIIIIIIIIIIkl oN „ 1 E 11 10 M. 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 1 3-3-t 13- 104 11 8-7-12 12-9-12 I 2-8-4 0-7-0 0-7-0 0-'144-8-0 0-'i-t 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 01 ONTO 14, 444 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. r7 VdA TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/5330 �,0 ' BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ii. WEBS 2-12=610/0,4-9=-841/0,6-9=-452/0 17 11-co V C3i. s NOTES 1 1)Unbalanced floor live loads have been considered for this design. `�r 7i� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 49639 ' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 24 9 c) 4)This truss is designed in accordance with the 2012 Intemational,Building Code section 2306.1 and referenced standard ANSI/TPI 1. s 0 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,....,v, be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. • LOAD CASE(S) Standard t) PRQp . ��,�� GINF i9 a- 870 2PE { 5.y0p1, OREG Net? AU ti SA. Heon EXPIRES:06/30/2015 April 22,2014 if4JS57/'-%fr=fydr/pnparantervrsa d READ h0 TES ON mrsAie INCLEZED HI7EK REFEREMT PAGE MIT7473rrc.1/20/2011 +h£ta. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �µ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBty Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane,Safe 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft Southern.Pine(SW:}lumbar'is specified,the atesian%ratuas arc'Moss effective OS9i#3,/24TS:3 byALEC Job Truss Truss Type Qty Ply 3D R41832612 PL14-121_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:42:05 2014 Page 1 ID:SygD?CTgSFZSISNcS1 ttIDzR3Xv-prNK2OcvwCQ6GoWp1 scGmmpuonTQuNNQkwxM99zOQR0 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 izZ ••••.- _ 0 4 N , e e e 10 9 8 3x4= S J 3x4= 3x4= 3x4 = I 4-6-8 1 5-1-8 I 5-8-8 I 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. „yiON1C)i TOP CHORD 2-3=757/0,3-4=757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 oc7 OV'WA.1il' -p� WEBS 2-10=738/0,5-7=572/0,5-8=0/382 {J • (,(,� Yb, NOTES ( „.., iiti. t."^' '1. 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. ,6 4 r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 496 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q P� 4G be attached to walls at their outer ends or restrained by other means. {C LOAD CASE(S) Standard lik0;) PRop:e. 870 2PE v— ycr> cvN ,,,,:-0)., OREG N 4a 4 C `c1ER 1N OSA NS EXPIRES:06/30/2015 April 22,2014 j ®WRSNI -Vetifyu/e_=/anpuiooeersa etRE,45/K1€S ONMIS{std&s:4YT.'s/SOHIT€KR€€€SE PAGE Malr473;e61/2S/2D148Efc EUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. NI5 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Irak fabrication,quality control,storage,delivery,erection and bracing,consul ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lssmtner is spec ified,<the design ra£oes are.114Crsa eft Stiva 06/021201.3 byylst.SC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property 4 offsets are indicated. ( Damage or Personal Injury WMDimensions are in ft-in-sixteenths. 11.4b, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by aln engineer.For -/16" IN wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I - O ILI! p bracing should be considered. lumApir O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ,- O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cls C6-7 c5-6 designer,erection supervisor,property owner and plates 0 "U' 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 use with fire retardant,preservative treated,or green 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-131 1,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200pr012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing Indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 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. ■MO reaction section indicates joint IIIIIIIIIIIIM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.1.1=-41alli® , 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, iTe 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013