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Plans (18) iuST. c f - � I ( a ', 56_, Ile--ra< r25?-- m.= slit s T)(4- Up i-f S L / 3 2L- Z 542 A.ivr.%, -t c 7?--, ® ,u $ris v/4 U 0 C-!7 3 / 3 L7(-i Sw 444i Cr q-/b(L' 7`re in //,( TA /4 -- 0 0 4- vv�r 9 s- /32, �/ 54-2 ��4t.e- 7 ,2"- M iTe k ,MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-288_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R47691446 thru R47691446 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��VD PROres \ �� Co" �NGINEF5)sio29 87022PE � N cv y �Aj, OREGON r 15 <v' '20 'y�ER Al OS A. HER�P EXPIRES:06/30/ 7 June 24,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R47591445 PL16-286 UPPER F08 Floor 14 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries.Inc.Fri Jun 24 12:45:19 2018 Page 1 ID:5eV7tdjYIzOX2xysiFDV pzsmUO-pb7 W M57Ni70_ingl5wg2G$G9Se9gAN5YQaKO231 wk I 26.0 I 0-11-12 1 l 0-6-12 411= 1 1.5x3 II 2 3x4= 3 3x4 II q Scale=1:112 J • z X . /_ 7 S 5 1.5x3 II 3x4= 4x6 = 3-10-4 I 3-7-4 318-1{ i 468 I 3-7-4 12 0-8-4 0.12 Plate Offsets(X.Y)— 14:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) Vdefl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 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. Ob/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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 be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:5-78,1-4=80 '‘C('' 616'PR OFFS, Concent Vert 4 Loads125(F) 0. ��`Co N FR % (',,INE -7 cr 87022PE " N ,N ti 5y �'0?, OREG•N (yam O4/ OS A. HO; EXPIRES:06/30/2017 June 24,2016 1 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111-7473 rev.10,93/2015 BEFORE USE MN Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not • a truss system.Before use,the buldng designer must verify the applicability of design parameters and properly incorporate this design into the overal building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Addtional temporary and permanent bracing MiTek" is always requied for stability and to prevent colapse 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/111l Quail,/Criteria,056-89 and ICSI Balding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria,VA 22314. Su6e 109 Cann Heiahts.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y p Y 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury NMEDimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0.1/16u 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _0111E c(2):°- .. p bracing should be considered. I_ 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 cz s cs 6 r designer,erection supervisor,property owner and plates 0-1A4'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 'Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. • shall not exceed 19%at time of fabrication. PLATE SIZE • PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, 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 bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 1 ® { number where bearings occur. 1149 l Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: PiNSl/TPI1: National Design Specification for Metal 19.R'Anvil!ew all portions of this design(front,back,words Plate Connected Wood Truss Construction. apictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. r is t sufficient. BCSI: Building Component Safety Information, rh e e 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 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-288_UPPER Fax 916/676-1909 POLYGON 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: R47691418 thru R47691431 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PROF � AGNFFq spa w `t. 87022PE 9r' yN N. �Ai, OREGON tis ' 'PO MBER' �0 1-15c — EX' '`:06/30/ 1 June 24,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON L R47691418 PL16-288_UPPER F01 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,-Inc.Fri Jun 24 12:45:17 2016 Page 1 ID:5eV?tdjYilz0X2xysiFD VpzsmUO-tC01xP6XD511kPQJiK3SbdAXHLkchkn4eExTF7z31 wm 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 'OS' V''' et c 8 7 3x5= 3x4= 3x4= p1 9-8-4 O I-1 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%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) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=626/0,2-7=0/300,2-8=-557/0 NOTES- 1)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 be attached to walls at their outer ends or restrained by other means. ���Ep PROFFss 2c\� �cNGINEER /029 8 S 2 P E ( �' yN i s Ni '3,,,,,SOREGO tit Q<v "PC FM BER '101 On A. HEY' EXPIRES:06/30/2017 June 24,2016 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. �� Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBy Criteria.DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Informalfon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691419 PL16-288_UPPER F02 Floor 12 1 _ Job Reference footional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.5311 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:17 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-tC01xP6XD511kPQJiK3SbdAXBLi1 hgy4eExTF7z31 wm 1 0-9-4 1 2-6-0 1 Scale:112"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I1 1 2 3 4 5 6 7 --/ -...'''''''''''''..'s''''''--: _.„,„-----"--------------------) 0 -41101111.....11111.111.1.1111.11.1111111-- a 11 10 9 8k 4x4= 4x8= 3x8= 3x5= 13-9-4 o-1 13-7-12 Plate Offsets(X,Y)— 111:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 lb FT=0%F,50%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) 8=600/0-1-8,11=600/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,45=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=-349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)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 be attached to walls at their outer ends or restrained by other means. 5 NGIN4- 9 /6 8 6 2PE r c 7 �Aj, OREGO r OJti 'A0,-,AMBER \1 `9 A- HE��P EXPIRES:06/30/2017 June 24,2016 i mi A WARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ■iTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T7I1 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Clrus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691420 PL16-288_UPPER F03 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:18 2016 Page 1 ID:5eV?tdjYi IzOX2xysiFDVpzsmUO-LOa88179_Pt9MY?V G1 ah8gjis12hQ85Esuh1 oaz3lwl I 2-1-4 j 2-6-0 Scale=1:26.3 1.5x3 II 4x6= 1.5x3 II 3x4= 1.5x3 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 Y e o e 0 ...7 e e � 1��� 10 9 8 3x5= 4x8= 3x8= 3x5= C01-1 ..,1 8 15-1-4 j p--8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%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) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1418/0,3-4=1418/0,4-5=1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)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 be attached to walls at their outer ends or restrained by other means. �,�`�� �NGINEFR s/o-yam 87022PE N N 7 -0i, OREG N cyo 4ti 9O �cMBER \1 . ps A. HER�P EXPIRES:06/30/2017 June 24,2016 I il ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 rev.10/032015 BEFORE USE. . Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 Mi AT ek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Informaion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691421 PL16-288 UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:18 2016 Page 1 ID:5eV?tdj Vi IzoX2xysiFDVpzsmUO-LOa88179_Pt9MY?VG1 ah8gjiy13SQ7xEsuhl oaz31 wit 1 2-6-0 I Scale=1:23.2 5x8= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 e -111111111111114111111111111111411111111111111111111Sr - 11101111.11.111111.111.111111 -All111111111111111111111 1.: ; e e o- _ 11 10 9 8k' 5x5= 4x8= 3x6= 3x4= 1 13-4-0 0-1-8 13-2-8 Plate Offsets(X,Y)- 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,50%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) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=899/0,3-4=-899/0,45=1219/0,5-6=1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=-387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)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 be attached to walls at their outer ends or restrained by other means. ��-�Co t° PR� °FFss 87022PE r 7 7 0 O/ Aj, OREGO (o O lOO4/8ER \\ VO S A. Heck EXPIRES:06/30/2017 June 24,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 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 bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing /r1" k" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply I POLYGON PL16-288_UPPER F05 FLOOR GIRDER 2 1 J R47691422 ob Reference(o k6.5l Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:18 2016 Page 1 ID:SeV?tdjYilzoX2xysiFDVpzsmUO-LOa88179_Pt9MY?VG1 ah8gjdRIOdQ5EEsuh1 oaz3lwl I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 e • ® / _ 0 0 o e e - 10 9 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edae.0-1-81,f8:Edge,0-1-81.111:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:75 lb FT=0%F,50%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) 11=950/0-5-8,8=1077/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=2061/0,3-13=-2061/0,3-14=2061/0,4-14=-2061/0,4-15=-2230/0,15-16=-2230/0,5-16=2230/0, 5-17=2230/0,6-17=2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6-8=-1792/0,6-9=0/799,5-9=-279/0,4-10=-402/0,3-10=320/0,2-10=0/1071,2-11=1449/0 NOTES- 1)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 be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 117 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �c(} PR OpF Uniform Loads(plf) '<� ss Vert:8-11=-5,1-7=50 ��`0 0NGINEFR ' Concentrated Loads(Ib) Vert:6=112(F)3=112(F)12=117(F)13=152(F)14=112(F)15=112(F)16=112(F)17=112(F)18=152(F)19=117(F) 87022PE yNSN N AI, OREG• f, ,4/ 9 ,Lj0OgER S A- HE `\ EXPIRES:06/30/2017 June 24,2016 � 0 IE ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must 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 onty.Additional temporary and permanent bracing M'Tek" is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSIRPl1 Qualify Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type qty Ply POLYGON PL16-288_UPPER F06 FLOOR GIRDER 2 1 R47691423 Pacific Lumber&Truss Co., Beaverton,Oregon - _ Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:19 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-pb7 WM57nli?0_Vig15wg2GtR9P09cyN5YQaKOz3lwk 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 I I 1 2 a 3 4 5 6 7 e o b •® 0 aS .1 V - -/"..1°//'a- - -//°°.//-a — 2 = e 10 9 • 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 I Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:75 lb FT=0%F,50%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) 11=408/0-5-8,8=408/0-5-8 Max Uplift11=122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=262/262,2-3=-957/163,3-4=-957/164,4-5=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=-432/373,2-10=293/674, 2-11=730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 3)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 be attached to walls at their outer ends or restrained by other means. ��vo PRore ss ��5 �NGINEFR i0 87022PE 9f � SAT OREGO �o �H 'AO F418ER \\ .O �`9 A. HE9j-4 EXPIRES:06/30/2017 June 24,2016 I _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building.design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTele fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaify Criteria,DSII-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Lb Truss Truss Type Qty Ply POLYGON R47691424 PL16-288 UPPER F07 Floor 4 1 Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon _ 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:19 2016 Page 1 - ID:5eV?tdjYilz0X2xysiFDVpzsmUO-pb7WM57nli?0_iZig15wg2Gto9RT9gJN5YQaK0z31wk I 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 HUJ kW ME ►2 5 '/ 3x4= 3x4= �1 384 1_ 3-8-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "'"' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Hoa(TL) 0.00 4 n/a n/a Weight:20 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 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) 4=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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 be attached to walls at their outer ends or restrained by other means. ��co \AGN 4-;,t) s/0 870 2PE 9 N N 7 SAT OREGO /(y �� ps A- Hs?, EXPIRES:06/30/2017 June 24,2016 4 _— 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Milt Design valid for use only with MCek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTprk� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QualifyI-87777 Criteria,DS I-89 and ICSI Building Component 7777 Greenback Safely information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691425 PL16-288 UPPER F09 Floor 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:4520 2016 Page 1 ID:SeV?tdjYIzoX2xysiFDVpzsmUO-HnhuZR8PWO7tcs8uOSc9DFo15Zo8u7LXKCA8sSz31 wj I 2-6-0 1 0-5-12 I 1 0-6-12 Oro♦_ 11.5x3 II 2 4x4= 3 3x4 II q Scale=1:11.3 / Cri X , \ .7 5 1.553 II 3x4= 456= 3-4-4 3-1-4 4-0-8 1 3-1-4 1{ 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edge) 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) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 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) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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 be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 4L=oa1d2s —1 5(F-4=80 '\C NFe s/o 2 87022PE 9 ct 1"-- N irat iv 7 GAJ, OREG•N rf,)Q<U 9O '' BER ,,' �`.3 A. HEC:k EXPIRES:06/30/2017 June 24,2016 1 2 M A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual budding component,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quaid),Criteria,058.89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. gSuiteBrusH109 eights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691426 PL16-288 UPPER F10 Floor 6 1 _ Job Reference(optional) Pacific Lumber&Truss Co., • Beaverton,Oregon - _ - - - - 7.530 s Jul 11 2014 MRek Industries,Inc.Fn Jun 24 12:45:20 2016-Page 1 1D:5eV?ldjYilz0X2xysiFDVpzsmUO-HnhuZR8PW07tc58uOSc9DFo2WZo0u7RXKCA8sSz31 wj I 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 J _ 01 5 4x4= 3x4= 1- 1-: 3-2-4 I 3-0-12 Plate Offsets(XV)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. 1 WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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 be attached to walls at their outer ends or restrained by other means. C�ca \AGIN FiQ s4, 2 cc 87022PE �r" N -7 �A�, OREGO q9 Q4/ 90 AMBER \' OS A. HON EXPIRES:06/30/2017 June 24,2016 B I iill A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " -. a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/711 Qualify Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691427 PL16-288_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,C ym-- . , - - "' 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45,:`j ZolAS'3 aye 1 _. - - ID:5eV?tdjYilz0X2xysiFDVpzsmUO-HnhuZR8PW07tcs8uQSc9DFo2MZItEu2TXKCA8sSz31wj 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 II 4x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 eo e 0 ./ -11111111111111111111%111111111111111111111111111111111, ad e e e IDI 10 e 9 i 3x5= 4x8 = 3x8= 3x5= 0118 14-11-4 I 0-1-8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,50 kE 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) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=1369/0,4-5=-1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)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 be attached to walls at their outer ends or restrained by other means. '' <- PR°F Fss �5 �GI N E -Ai v., .c 870 2PE ��r N CV v SAT OREGON ti� �N �0 F,y&ER 41 N4 �S A. HE?" EXPIRES:06/30/2017 June 24,2016 11 a memo mit ®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 bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* - -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iMF 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Qually Crnerla,DSI-89 and SCSI Bonding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691428 PL16-288_UPPER F12 Floor 24 1 Job Reference(notional) _. Pacific Lumber&Truss Co., Beaverton,Oregon _ - '` ` . - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:21 2016 Page 1 ID:5eV?tdjYIzoX2xysiFDVpzsmUO-lzFGnn91 HKFkDOj4xA7OmTLDFy67dWrgZsvhOuz3l wi I 0-10-0 I I 2-6-0 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1 4x4= 2 3 4 5 6 ee _ _ L 0. 2 of o 0 e 1✓1 9 8 7Y ✓✓\\ 4x5= 3x5= 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)— (1:Edcie,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%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=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=309/0,3-4=927/0,45=927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=-76610,5-8=0/315,3-9=-567/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 2)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 be attached to walls at their outer ends or restrained by other means. c, ��0NG NEER `vo, 2 ,. 870 2PE , N y0Aj, OREGON el, OCH 9O AMBER 1\ N" On A. HEp,\-4P EXPIRES:06/30/2017 June 24,2016 I 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1x Design void for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before we.the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent colapse 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/TPIT.QuaBy Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691429 PL16-288 UPPER F13 FLOOR GIRDER 3 1 Job Reference(notional) Pacific Lumber&Trus,-11, -3eaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries 2riT ret Jun 2412_45212016 Page 1 - - - -- - ID:SeV?tdjYilzOX2xysiFDVpzsmUO4zFGnn91HKFKDOj4xA70mTLDSyIvdNdgZsvhOuz3lwi 1 1-2-12 1 1-10.0 I I 1-8-8 I Scale=1:25.4 3x4 II 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 eij • • • o e e• • 2N.— X 7 X N.— e e o- a ��e• 13 12 11 /D. 5x8 = 6x16= 3x5= • 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X.Y)— 11:Edge,0-1-81.110:Edcie,0-1-81.114:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:80 lb FT=0%F,50%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) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=-2458/0,4-5=2473/0,5-6=-2473/0,6-7=1673/0,7-8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=-967/0,2-13=0/1745,2-14=1646/0 NOTES- 1)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 be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert 10-14=-8,1-9=-80 Concentrated ert:3=825(F)) ���ED RD <Is 0Nt^'INSFR io29 870 2PE y N�'o), OREGO c O,H 'AO cc4BER 1\ : A.A. Heck EXPIRES:06/30/2017 June 24,2016 4 I AWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev.10Po32015 BEFORE USE. • ��" Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qually Criteria.DSI-89 and SCSI lauding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691430 PL16-288_UPPER F14 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:4521'2016 Page 1 ID:5eV?tdjYilzOX2xysiFDVpzsmUO-IzFGnn91 HKFkD0j4xA7OmTLAGy3HdrgZsvhOuz3lwi I 1-8"4 I 2-6-0 I Scale=1:25.4 3x4 I I 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 0 e ® e e • 0 e c _ e . 10 e 9 4x6= 4x10 = 4x8= 4x6=- I I 14-11-4 I 14-11-4 Plate Offsets(XX)— fl:Edae,0-1-81,18:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,50%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) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1756/0,13-14=-1756/0,3-14=-1756/0,3-15=-1756/0,4-15=-1756/0,4-16=1867/0,5-16=1867/0, 5-17=1867/0,6-17=-1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=-14.44/0,6-9=0/725,4-10=-331/0,3-10=308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)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 be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Vert: Concentrated Loads(i )1-7=-50 _ — _ _ ,' NE . tJ/ Vert:6=-89(F)4=89(F)12=-95(F)13=-95(F)14=-129(F)15=-89(F)16=89(F)17=89(F)18=-129(F) * CC 8 f 2PE ��� cAT OREGO ti1: 0z 90, 4/BER '\'‘OS A. He?, EXPIRES:06/30/2017 June 24,2016 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. Mill Design valid for use only with MTekt&connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691431 PL16-2B8 UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:4522 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-0Ape_6Ag2dNbrAlHVtfdlguOOMRrM?6gnWFExLz31 wh 1-5-12 I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 e - 2 8 7 3x5= 3x4= 3x4 r-- °111 0(111 9-4-4 o-1 9-2-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:46 lb FT=0%F,50%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) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,34=639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=-597/0,2-7=0/330,2-8=-504/0 NOTES- 1)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 be attached to walls at their outer ends or restrained by other means. <<- PROF�ss �5 �NGINEF'Q �O 2 87022PE 9f 7 fiAj, OREGO qo t/ 9O F,t�13ER \\ r �S A. HON EXPIRES:06/30/2017 1 June 24,2016 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03!7015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not111 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 Mink` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Trll QuaHy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PATE LOCATION AND ORIENTATION 1 3/4 Centerffsets" ointindicated.on unless x,y 6-4-8 dimensions(Dshown in ft-in-sixteenths Failure to Follow Could Cause Property j I rawings not to scale) Damage or Personal Injury oareplate rm� Dimensions are in ft-in-sixteenths. �.\‘‘, Apply ully platesembed to both sides of truss 1 2 TOP CHORDS 3 1. Additional stability bracing for truss system,e.g. teeth. diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 0 bracing should be considered. O 3. Never exceed the design loading shown and never �-� 161111),111 4� (:(21- stack materials on inadequately braced trusses. IIII Provide opies of his truss ign to the ng C7-8 C6-7C5-64 designer,errecti ntsupervisor,sproperty owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-Ing' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse 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 4Width 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 specified. �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the p by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. .e-- Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons varybut ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ' ® ( number shown is for crushing gs ioINN NM l Min size shown for crushing only. qg 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National DesignSpecification S ecification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. miTeke 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 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: AMERICAN MODERN STEP 5 PLEX 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: K2116169 thru K2116210 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �cp,c o PR OFet, � GINE- t)6>�c,9 O 2 `t 89200PE 9+" 7 OREGON tx ct l" 14,2-C:(‘' 4 Lk- 44,a`PI June 27,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 201.2 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF $16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+01.) 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 yyyyy ( 0) M-1.5x4 or equal at non-structural 6'- 10.5" 0/ OV 0.00" 0.00 yyyyy ( 0) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 yyyyy ( 0) 20'- 8.0" 0/ OV 0.00" 0.00 yyyyy ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 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/240, TL=L/180 MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = 0.000" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.344" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.458" 11-02-12 9-05-04 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.008" 1 'I I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.011" A 20-08 MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed = 0.681" MAX TL CREEP DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" 12 12 D IIsi-4x4 6.00 -SZI 6.00 (Ill 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. REFER TO COMPTRUS : !II11IlIIIlIh1' � SI'' -'-,rGABLE END 6 l b l 6-08-12 13-11-04 ' ) ) l 1-06 y 6-10-08 yy 13-09-08 y ��ccc111 d Q PR()P k- 7-00-08 0-02 20-08 13-07-08 y �Co. *GIN 6�'0 1-0 617 4�... 8.9 200 P E r JOB NAME : AMERICAN MODERN STEP 5-PLEX - Al Scale: 0.2723 AM 411111P -: WARNINGS: GENERAL NOTES, uNaas alMtwlse notal 1118 , OREGON `/)e4, 1.BUNder and erection contractor Mould be advised of ail General Notes 1.This design Is based only upon the parameters shown and la for an individual ,�j Il l.7O I V w. �'K✓ Truss: Al and Wamings before construction commences. building componentApplicability of design parameters and proper Z. / psi N 2.204 compression web bracing must De instated share shown c. incorporation of component Is me responsibility of the building designer, /70 ") ' 14 2�,]` 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al '�,/�a ai' 4 is the responsibility f the erector.AddNlonal t bracing f oo:and etaeh19 in.such as plywood sbracedthrt)and/oughout rMblength). q-Jj Rl's ty a Permanen g o continuous sheathing such as plywood sheathing(TO)and/or drywell(BC). H DATE: 6/27/2016 the overall structure n the responsibility of the building deelgner. 3.2s impact bridging or lateral bracing required where shown s e SEQ.: K211616 9 4.No load ahould be applied to any component until after all bracing and 4.Installation of tons Is the raaponalbNlty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used ince non-corrosive environment, and are tor'dry condition"of use. TRANS I D: LINK design bade M applied to any component. 8.s.C nrpuT ue has no control over and assume no r.eponslminy for me Design assumes ful bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2017 tabrlcatbn,handing,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. June 27,2016 6.This design n furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of trues,end placed so their center TPIAVTCA In BOSI,copies of which MI be famished upon request. Ines ccindde with joint center Ines. 9.Digits Indian size of plate in Indus. MITek USA,Ina./ContpuTrus Software 7.6.7(1L)-E 10.For basic connector plate deign values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 92 8- 9=(-121) 193 8- 2=(-1040) 320 4-13=(-465) 199 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2- 3=( -939) 210 9-11=( -4) 16 2- 9=1 -126) 824 13- 5=(-137) 542 WEBS: 2x9 KDDF STAND 3- 4=(-1307) 349 11-12=( 0) 0 9- 3=( -553) 181 13- 6=(-260) 135 LOADING 4- 5=( -933) 277 10-13=(-285) 1135 9-10=( -230) 855 6-14=(-116) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -939) 295 13-14=(-225) 966 3-10=( -73) 397 14- 7=(-192) 921 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1125) 277 14-15=( -30) 62 11-10=( 0) 51 7-15=(-828) 248 TOTAL LOAD = 42.0 PSF 10- 4=( -8) 209 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2-4,6-7,19 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 1069V -140/ 143H 5.50" 1.71 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -103/ 86BV 0/ OH 5.50" 1.39 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed= 0.200" 11_02_12 9_05_04 f / MAX LL DEFL = -0,033" @ 6'- 8.8" Allowed= 0.987" I MAX TL CREEP DEFL = -0.067" @ 6'- 8.8" Allowed = 1.317" 3-07 3-03-08 4-04-04 4-05 5-00-04 f '1' 'f f 'f 'f MAX HORIZ. LL DEFL = 0.016" @ 20'- 6.3" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 20'- 6.3" 6.00 p IIM-4x4 '' j 6.00 4.0" Design conforms to main windforce-resisting 5 ^.-a' system and components and cladding criteria. NF\ Wind: 140 mph, h=15ft, E :16: 6Epdoadsruss only. 3 �r 7 --"M�� O 2 I o 13 14 15 tif 1 I� 10 N M-3x8 M-1.5x3 i� f e M-1.5x3 M-3x8 1,1 .5'.a ~ M-1.5x3 1• ) y y J' J• 3-05-04 3-03-08 4-06 4-08-08 4-08-12 ' J' y y 1-06 6-10-08 13-09-08 y 7-00-08 Ft Opk, o yoz 13-07-08 ), ���r�{NGP <0 J' 20-08 1. :9200PE.cc JOB NAME : AMERICAN MODERN STEP 5-PLEX - A2 ''� Scale: 0.2509 .r� �A 4t- WARNINGS: O.This design uMeuponthexlaramnoted eta 7I OREGON 4 Truss: A2 1.Budder and erection conlredar on co be advisedcor all General Notes 1.mild design Ice based only upon the parameters nr.le and is for an individual • and Wamingld before construction commences. building component.Applicability of design parameters end proper �. 2.2z4 compression web bracing must be Installed where shown*, incorporation of component IS Me roaponsibANy of the bulking designer. /' '1)-- 2,V)� 3.Additional temporary bracing to Insure stability during construction 2,Desigr assumes ms top end bottom Grohs to be laterally bread H �A Is the responsibility of the eredor.Additional permanent bracing of 7 o.c.and at f 0 o e,such es plywood unless bread throughout tale length by S �R'�� ``_ aMlnuoua sheathinga,such es plywood ahsadMng(TC)and/or drywaA(BC). `� DATE: 6/27/2016 the overall structure Is the responsibility of the bulking designer. 3.2a Impact bridging or Wend bracing required where Mown♦* SEQ.: K211617 0 4.No bad Mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of IM respective conkedo, faaenera ere complete and at no time should any bads greeter than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. enderokrdryandnlon of use. S.four True bee no control over and assumes no re 6.Design assumes Mt boring at all supporta Mawr.Shim or wedge if EXP I RES` 12/31/2017 2/31/201 7 W aponldlbilgy for me reoeldsary. GAf (T C�7 J /sill fabrication.handling,shipment and inetalletbn of components. 7.Design assumes adequate drainage is provided. June 27,2016 6.This design is furnished subject to the limitations set forth by 6.Plates ehal be located an both face of truss,end placed ss their center TPbW1CA in SCSI,copies of Mich MMI be furnished upon request. Inas coincide with joint anter lime. MITek USA Inc./Com uTrus Software 7,6.7(114-E a.Digits indkate size of plate In Inches. Pto.For basic connector Pete design values sea ESR-1311,ESR-18138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -867) 208 7- 8=(-109) 136 7- 1=(-830) 231 13- 5=(-294) 135 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-1186) 309 8-10=( -53) 201 1- 8=(-174) 786 5-17=( -82) 130 WEBS: 2x4 KDDF STAND 3- 4=( -893) 271 10-11=( -50) 189 8- 2=(-493) 156 17- 6=(-189) 913 LOADING 4- 5=( -899) 288 9-12=(-200) 838 8- 9=(-160) 592 6-18=(-821) 245 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)d-DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1115) 273 12-13=(-229) 933 2- 9=( -52) 312 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -21) 94 10- 9=( 0) 120 TOTAL LOAD = 42.0 PSF 13-15=(-199) 861 9- 3=( 0) 168 14-16=( 0) 0 3-13=(-376) 164 Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) 15-17=(-221) 955 11-12=( 0) 107 considered for this design. 17-18=( -30) 61 13- 4=(-131) 506 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=( 0) 85 5° For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -102/ 858V -138/ 130H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -102/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) 10-11-12 9-05-04 T T f ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-00-04 1 1 f ,r ,f ,( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ 12'- 8.2" Allowed = 0.975" 12 12 MAX TL CREEP DEFL = -0.075" @ 12'- 8.2" Allowed = 1.300" 6.00 p IIM-4x4 Q 6.00 4.0" MAX HORIZ. LL DEFL = 0.013" @ 20'- 3.3" 4 A-,f MAX HORIZ. TL DEFL = 0.022" @ 20'- 3.3" NW\ Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 M-3x4 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),. load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 i❑ the plane of the truss only. 2 „„...i y� 6M-3x4 fi M-3x9 �y _.,olo i 1■' 1 f y� m m v o o 11���I9 I 13 S N 17 `18 ��' co M-9x8 , 1 M-4x6 M-1.5x3 i �L► r x �c TI 7"" 8 M-416 M- x5 M-W6 ' M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 J. J. l 6-07-08 13-09-08 + J. fi J. 13-00 6-04-08 J' 7-05 y '''''r,<' ��'��F`s7s J 20 os l 4;;;; F., ; G3,$ ° 89200PE < JOB NAME : AMERICAN MODERN STEP 5-PLEX - A3 Scale: 0.2631 WARNINGS:oldetGENERAL design is NOTES, untaupotherw ise coletl '3�L, OREGON♦ f,1. � 1.Builder and erection contrsdor should be ativlsad Mall General Notes 1.This design b based only upon the parameters shown and b for an individual �[./ Truss: A3 and Warnings before construction commences building component.Applicability of design parameters and proper . r 2.204 compression web bradng must be Installed where shown a. incorporation of component Is the responsibility of Ne building designer. I/© 7 y A !1 v k 3.Atldpbnal temporary bracing to knots stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /�.. 1 Y G' ��'i� by is the responsibility of the erector.Additional t brads f 2 o i and et eaICY hino,crsuch as ply unless braced(TC)Jran throughout their length). '�� permanent 9e continuousshgingi or suerIbphywooduirod sheathing(TC) drywag(BC). DATE: 6/27/2016 the overall structure is the reaponaerity Orme building designer. 3.za Impel bridging or lateral bradng rc4ulne where mown.. SEQ.: K2116171 4.No load should be applied to any component until after all bradng and 4.Installation of I.the responsibility of the respective contractor. fasteners ere complete and at no time should any bads greater then 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. .nee are "dry contl8bn"t S a supports age 5.CompuTrua Ms no control over and assumes no responsibility for the B.Dees saunas NA bearing1 11 su ns shown.Shim or we If EXPIRES: (f]Cf 1 fl/r5"'/ a')�' aNry. Cllr RES 1 L 3 i febdcetwn,handling,shipment andetelwiwn of components. 7.Design assumes adequate drainage k June provided. eL]7'201�l L` 8.This design Is furnished sub)ed to theelimitations set forth by 8.Plates shall be bested on both faces of trues,and placed so their center I G TPVWTCA in BCS'.copies of which will be furnished upon request. Anes coincide with Ohl center linea. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see EBR-1377,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-156) 165 9-10=( ( )237) 317 9- 1=(-822) 353 7-13= 269 142 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. ( ) WEBS: 2x4 KDDF STAND 2- 3=( 0) 0 10-11=(-153) 643 1-10=(-337) 775 13- 8=(-173) 742 2- 4=(-154) 164 11-12=(-153) 643 10- 2=(-126) 194 8-14=(-820) 250 LOADING 4- 6=(-646) 270 12-13=(-192) 692 10- 4=(-810) 320 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=( -34) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 275 4-12=( -68) 114 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 207 6-12=( 0) 144 12- 7=( -89) 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -120/ 858V -241/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -105/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) ** For hanger specs. - See approved plans Ir 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 = 0.032" @ 1'- 3.4" Allowed = 0.975" 0-11-15 MAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed = 1.300" 1-05-11 9-04-10 9-06-11 MAX HORIZ. LL DEFL = 0.008" @ 20'- 3.3" . f MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 T T f T f 4 4 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 Q 6.00 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 3 M-4x6 End vertical(s) are exposed to wind, M-3x6 M-3x9 4 Truss designed for wind loads in the plane of the truss only. f 10 yC �� 111111 M-3x9 7 r 0 1 coo I liddligilliii3X4 to rl N O N 9** 10 11 12 13 **14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) C Oy10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y �.,` \e �hs/O 1 20-05 C. R ?✓ 89200PE• yr JOB NAME : AMERICAN MODERN STEP 5-PLEX - B1 Sale: 0.2531 .. WARNINGS: GENERAL NOTES, unless otherwiv noted: • `. Truss: B 1 1.Builder and erection contractor should be advised of ail General Notes 1.This design h based only upon the parameters shown end is for en individual ' 4,0- 40N p ttr rindWamings before con.trodion commence., building componentApplicability of design parameters and proper } 2.244 compression web bracing must be installed where shown«, incorporation of componentla int responsibility of the bidding designer. <0 " 1. 2 3.AddiBonel temporary bracing to Insure debility during construction 2.Design aewmes the top and bottom chords to ba laterallybraced al F1 [„ en Is the recponsibiRy of the erector.Additional permanent bracing of Z o.c. end el 1d o.creapedHely unless braced throughout their length by DATE: 6/27/2016 the overall structure Is the responsibility of the build deal tier, continuoub sheathing such as plywood sheathing(%)and or drywal(BC), f•.� 1'�I ng a 3.hr Impact bridging or lateral being required where show.,«« 7-1 L 1•" SEQ.: K211617 2 4.No load should be applied to any component until after al bracing and 4.Installation of suss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Deign assumes busses aro to be used in a non-corrodve environment, TRANS ID: LINK design hada beapplied toany component. and are for^drycondition'oruse. S.CompuTme hes no control over and aewmes no responsibility for the 8.Design assumes fag bearing at el support.shown.Shim or wedge If EXPIRES: 12/31/2017 necessfabrication,handling.shipment and Inealietbn of components. Design asaumes adequate7. 8.This design is furnished sub)sd to the limitations set forth by 8.Plates cha be lcatedon both faces lof truss, placed so their center June 27,2016 TPNNTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. B.Digits Indicate ales of plate in inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate deign values see ESR-1311.ESR-IO88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1012) 243 6- 7=(-149) 196 6- 1=(-812) 242 8- 4=(-149) 111 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -786) 266 7- 8=(-247) 858 1- 7=(-168) 893 9- 9=(-299) 192 WEBS: 2x9 KDDF STAND 3- 4=( -772) 263 8- 9=(-187) 701 7- 2=(-118) 151 9- 5=(-165) 744 LOADING 4- 5=( -822) 216 9-10=( -39) 46 2- 8=(-310) 152 5-10=(-818) 295 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 3=(-106) 377 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:l-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 857V -151/ 168H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -109/ 858V 0/ OH 5.50" 1.37 KDDF ( 625) a` For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 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/290, TL=L/180 MAX LL DEFL = -0.021" @ 5'- 7.7" Allowed = 0.975" MAX TL CREEP DEFL = -0.043" @ 5'- 7.7" Allowed = 1.300" MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 10-11-12 9-05-04 5-08-08 5-03-04 4-06 4-11-04 Design conforms to main windforce-resisting T f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p IIsi-4x4 Q 6.00 (All Heights), Cat.2, Exp.B, MWFRS(Dir), load duration fEnclo 4.0" End vertical(s) are exposed to wind, 3 4.-..( Truss designed for wind loads NM` in the plane of the truss only. 9 2 r 1 u yrI WN co imandji ,-+ /- 6** 7 S yy "10 0.25" M-1.5x3 M-1.5x3 M-5x8(5) J• 5-05 y ;* y 4-09-08 4-07-12 l �.v0 P R()A- . J, ). cj NGIN4 S/0 20-05 4,C.0C� �? T. 89200PE r' JOB NAME : AMERICAN MODERN STEP 5-PLEX - A4 Sale, D.2981 4111P49:41*.-1--- , WARNINGS: GENERAL NOTES, arises otherwise noted' 7 OREGON t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Moven and is for an Individual Il G4'�ON♦�... til✓ Truss: A4 and Warnings before construction commences. building componentApplicability of design parameters and proper a �y A. 2.2e4 comproasion web bracing must be Installed where shown". Nair assumes of component is the responsibility of the building designer. /6 -7 ' 14 2- ='." 3.Additional temporary bracing to insure stability during consimction 2 Design assumes the lop and bottom charts to be laterally braced al V "e) by Is the responsibility of the erector.Addltenel permanent bracing of 7 ntin and et to1t7 hino.crespectivelysucptywoo braced throughout their tenglh). R I L�- continuous ehaalhing such as plywood unless braced throughout and/or drywal(BC). DATE: 6/27/2016 the overall drudure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.. 4.No wad should be applied to any component until after all bracing and 4.Installation ethos is the responsibility of the respective contractor. SEQ.: K211617 3 fasteners are complete and at no time should any loads greater than 5.Design assumes mosses are to be used ins nancorrcale environment, TRANS I D: LINK design loads be applied to any component. and are for"dry NI baa'of use. ^ An 5.comWTma Ms no control over and assumes no responsibility for the necess6.Design assumes NI bearing el all supports shown.Shim Sr wedge If EXPIRES: C � GU� fabrication,handling,shipment and installation of components. 7.Designeeadrnes adequate drainage is provided. June 27,2016 8.This design is Nrniehed sub)ed to the limitations set forth by 8.Plates shal be located on both facet of truss,and placed eo their center TPIIWTCA In SCSI,copies of which e,6 be furnished upon request. Ines coincide with point center lines. 9.Digits Indicate sire of plate in inures. MITek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic coned",piste design values moa ESR-1311.ESP-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-158) 177 9-10=(-236) 298 9- 1=(-822) 387 7-13=(-264) 172 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-249) 636 1-10=(-370) 771 13- 8=(-235) 742 WEBS: 2x4 KDDF STAND 2- 4=(-155) 175 11-12=(-244) 636 10- 2=(-126) 162 8-19=(-820) 308 LOADING 4- 6=(-646) 350 12-13=(-251) 692 10- 4=(-814) 405 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-19=( -36) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 363 4-12=( -59) 108 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 270 6-12=( 0) 144 12- 7=( -75) 63 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -244/ 858V -242/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -161/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) " For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" 4-01-11 4-00-10 12-02-11 MAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed = 1.300" 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 MAX HORIZ. LL DEFL = -0.008" @ 20'- 3.3" 1 f ,r ,rMAX HORIZ. TL DEFL = 0.012" @ 20'- 3.3" 12 12 6.00 17' Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 Wind: 140 mph, h=23.3f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6M-4x6 End vertical(s) are exposed to wind, M-3x4 M-3x8 Truss designed for wind loads 4 in the plane of the truss only. /- 4,1MMIMMMEMMIMMMEMMTEMMMINIMMIMMIMM54* II M-3x9 ith IU!II1. 4 13 .14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(5) (1 PR 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y ,f,�`` © PF1 QF�`SS 1 20-05 y c&� , NGIN��'9 ' • :9200P <' JOB NAME : AMERICAN MODERN STEP 5-PLEX - B2 r !/''1...' Scale: 0.2531 . .0P. • . WARNINGS: O.This L dater NOTES, untauponthe sealed7✓ AOREGON Truss: B 2 1.antsier and erection contractor should be advised of all General Notes This design*based only upon the parameters shown and is for an individual and Warnings before construction commences. bulling component.Applicability of design parameters and proper 2.204 compression web brodng must be installed where shown+, incorporation of component is the responsibliy of the balding designer. v�^ .4}i'' 1 4 2 \� 3.Additions'temporary bracing to Insure stability during construction 2.Design ed t IN'the top end bosom chants to be lateral braced H -(. • ( Is the roaponsibiAty of the erector.Additional permanent bracing of 2'o.c.end at 1G o c respectively anises braced throughout their length by ��rw,. `_ `_ DATE: 6/27/2016 the overall structure is the ro ablb of the building designer. continuous sheathing or eteh l b acing red sheet where and/or tlryweA(BC). `R R'L"' Nbn Y n0 g 3.1x Impact bridging or gteral bracing required where shown++ SEQ.: K211617 4 4.No bad should be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the respedtre contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses era to be used ins non-corrosive environment, TRANS ID: LINK design beds be applied to any component. end are for"dry condition"mte.. 5.CompuTrua hes no control over and assumes ne responsibility for the 6.Design ammo's full beartnp at ell supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. June,27,2016 5.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of trans,and pieced so their center TPWOICA in SCSI.copies of which MI be furnished upon request. linen coincide with joint center lines. MiTek ISA,Inc./Com True Software 7.6.7(11.)-E a.Digits Indicate size of pets in Inches. Iw10.For basic connector plate design values sea ESR-7311,ESR-1988(Musk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" LBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-523) 229 5-6=(-237) 306 5-1=(-808) 307 3-7=( -84) 186 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-562) 254 6-7=(-188) 748 1-6=(-174) 570 7-4=(-156) 756 WEBS: 2x4 KDDF STAND 3-4=(-909) 231 7-8=( -34) 96 6-2=( -29) 185 9-B=(-799) 255 LOADING 6-3=(-496) 224 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-i-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 ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ 858V -292/ 197H 5.50" 1.37 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -112/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" MAX TC PANEL TL DEFL = 0.071" @ 3'- 2.3" Allowed = 0.625" 6_02 14-03 T f f MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 6-02 6-10-14 7-09-02 T .f ' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IM-9x9 Q 6.00 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 2 ,fw/ load duration factor=1.6, 41% End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 f y r 0 o M-3x9 o I 4 N 1 I 0 I _ N • V ` i` 5** 6 7 *8 M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) W) PROFt 6-02 7-02-06 7-00-10 20-05 4 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - B3 ;i .! „�„_-�--� Scale: 0.2531 WARNINGS: GENERAL NOTES, unless otherwise noted: 1110 OREGON tr 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 en individual ,� yv_. �' Truss: 83 and Warnings before construction commences. building component.Applicability of design parameters and proper Vs 2.era compression nab bradng moa be installed where shown.. incorporation of component Is the responsibility of the building designer. �/ ' ' 14 2P 4 at 3.Additional temporary bradng to insure stability during construction 2.Design assumes me tap and bottom chords to be laterally braced length �`A+ le the responstbE f IM erector.Additional M bracing f T o inc.end at hies respectively a ply unless braced throughout and/their le NB). .„'P' 1IR I L� ty o germane g o continuous bridging sheathing such as ely unle Meaced TC)editor d it lung h by •S: DATE: 6/27/2016 me overall structure Is me responsibility of the building designer. S 2a Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K211617 5fasteners are complete and at no time should any loads greater man 5.Design assumes weaes are to be used lea non-corrosive environment, TRANS ID: LINK designloads beapplied toany component. andare.w•mesruff seniofuse. • 5.CempuTrus has no control over and assumes no responsibility for the 8.Deco MX bearing et ail supports shown.Shim or wedge 11 EXPIRES: 12/. 'I/2017 Seery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. June.27,2016 8.This design is furnished eubfed to the limitations set forth by S.Plates shall be located on both feces of truss,and pieced so their center TPLVVTCA in SCSI,copies of which add be furnished upon request. lines eiedde with Joint it center . 9. MITek USA,Ines/CompuTrus Software 7.6.7(1 L)E 10.for bade connector plate design values see ESR4311,6513.1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" }GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable CHORD CHECKED FOR lOPSF LIVE LOAD. TOP end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. ef Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 5-00 5-00 DESIGN ASSUMES SHEATHING 4 T T TO ONE FACE ONLY 12 I)M-4x4 12 8.00 Q 8.00 2 ia. ,_ 1111111111111kill _„ (n O I M r o 0 I r o I ra f 9 5 y y 2-00 y )1 ttys 10-00 2-00 ��Rc,q pRQp 06, . `� NGtN s% 9200P JOB NAME : AMERICAN MODERN STEP 5—PLEX — Cl Scale: 0.9807 tum WARNINGS: GENERAL NOTES, unless otherwise noted. EA 'F. Truss: Cl 1.Bulder and erection conlredar should be advlcsd of a1 General Notes 1.This design h based only upon the parameters shown and is for an Individual 7 OREGON 41,/ and Wamings before construction commences, building component.Applicability of design parameters and proper L. A t A. 2.2x4 compression web bracing must be Installed where shown+. 2.Design of component la the reaponsibNtty of the building designer. <O "i� 1 2..V\ 4 3.Additional temporary bracing to Insure stability during construction assumes the top end bottom chords braced at e 4 la me responsibility of the erector,Additional permanent bracing of T o.c.and at 1d o.c,respectively unless braced l0 be laleralraced throughout then length by DATE: 6/27/2016 he overall structure is Me responsibility of the building designer.stgner. continuous sheathing such as plywood sheathing(TC)andfor drywel(BC). r 3.2x Impact bridging or lateral bracing required where Maven++ R R L SEQ.: 1(2116176 4.No load should be applied to any component until after an bracing and 4.Instelalion of trust is the responsibility of the respective contractor. fasteners are complete and at no Urs should any loads greater then 5.Design aeeumee trusses are to be used In.non-corrosive environment, TRANS ID: LINK design hada be appiied loan rotor I and ere for dncondition"or use. 5.CampuTms has no control over and assumes no responsibility forma to Design eg assumes full bearing at s1 supporta shown.Shim or wedge it EXPIRES: P' � � 1/20 fabrication.handling.shipment and inhalation of components. ry' 7.Desid. 6.This design is furnished eubjed to the limitations set farih by S.Ph essshal be bptedassumesuoneboth faces of trudrainage Isss.idand placed so their center June 27,2016 TP WITCH In SCSI,copes of which all be furnished upon request. Ines coincide with joint center lines. MITek USA,Ina/CompuTrus Software 7.6.7(114-E 9.Dish indicate Nn of piste in inches. 10.For basic connector plate design values tee ESR-137 t.ESR-1a58(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- � �0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-388) 2380 3-10=(-276) 193 SPACED 24.0" O.C. 2- 3=(-2742) 549 10-11=(-269) 1991 10- 9=( -18) 497 BC: 2x9 KDDF #1&BTRR3- 4=(-2985) 521 11-12=(-290) 1959 4-11=(-714) 255 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1757) 468 12- 8=(-430) 2336 11- 5=(-245) 1166 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1757) 468 11- 6=(-714) 255 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2485) 520 6-12=( -18) 497 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2792) 549 12- 7=(-276) 193 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 TSP. 0'- 0.0" -191/ 1725V =206/ 206H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -191/ 1725V 0/ OH 5.50" 2.76 EDIT ( 625) DOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.136" @ 18'- 6.0" Allowed = 1.809" MAX TL CREEP DEFL = -0.276" @ 18'- 6.0" Allowed = 2.406" MAX LI. DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 6.5" 18-06 18-06 1' ' f Design conforms to main windforce-resisting 6-05-15 6-00 6-00 6-00 6-00 6-05-15 � system and components and cladding criteria. ,r 1' ' 1Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 6.00 End vertical(s) are exposed to wind, 9.0" Truss designed for wind loads 5 .(( in the plane of the truss only. M-5x6(S) %e M-Sx6(S) 0.25" 0.25"%` 6 eMI. ,♦ M-1.5x3 M-1.5x3 I.,1 3 3.0 0r r o 4.' 1 ^ . 12 o p ry M-3x6 M-3x4 .25" M-3x4 M-3x6 1ii\V Wa � 07 o M-5x8(S) J.' y l l c3''G `4GtNE S/©. 9-05-15 9-00-01 9-00-01 9-05-15 \ y l 1=06 37-00 1-06 ' 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - B4 -4114011,400":7'... Scale: 0.1603 r, •el, • """01 . WARNINGS: GENERAL NOTES, urdassolherw �lse noted O G`,� ", �•' 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for en Individual T/ ,. Truss: B4 and Warnings before conetrudbn commences. building component.Applicability of design parameters and proper L/' 701`y �r�\ 2.2x4 compression web bracing must be installed where Mown t. incorporation of component Is the responsibility of the bullEln9 designer. a( M 4 ° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chortle to los lahrelty braced et 1 Y Is the ro nslMq f the erector.Additional M bracing i T o c.a' et 10 o.c.respectively unless braced throughout their length by ill ii MIA- spo ty o permane g o continuous sheathing such as plyftwod sheathing(TC)and/or drywail(BC). - C Y DATE: 6/27/2016 the overall&wture la the reapansibiley of the building designer. 3,2s Impact bridging or lateral bracing required where Mown v+ S E 7 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contredar. Q•• K21161fasteners are complete and et no time ehauld any roads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loses be applied to any companent, and are for dry condition"of use. TRANS ID• LINK 6.Design essumesmilbearing atail supports shown.Shim orwedge if EXPIRES: 11/2017 5.CompuTrue has no control over and assumes no responsibilityfor the necewry. fabrication,hendtng,shipment end installation of components. 7.Design assumes adequate drainage is provided. June 27,2016 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center TPIMTCA in SCSI,copies of which oil be furnished upon request. g,trete coincide Nith areloinoi t center es. inches. MiTek USA,lnc./CompuTrus Software 7.6.7)1L)-E 10.For bade connector plate design values we ESR-1311,656-1956(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -153) 107 1-11=(-626) 2632 1- 2=(-2839) 638 5-17=( -607) 249 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2907) 709 11-12=(-629) 2628 11- 2=( 0) 177 17- 6=1 -358) 1206 2x6 BODE #2 A LOADING 3- 4=1-2663) 698 12-19=(-608) 2708 2-12=( 0) 139 17- 7=1 -622) 272 4- 5=(-2653) 765 13-15=1 0) 0 12- 3=( 0) 113 7-18=( -129) 608 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1646) 542 15-16=1 -8) 36 3-14=1 -611) 184 8-18=1 -573) 229 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1667) 525 16-17=(-337) 1681 4-14=( -157) 130 18- 9=1 -5) 512 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2371) 651 17-18=1-379) 1763 15-14=( 0) 54 9-19=1-2139) 541 8- 9=1-2227) 543 18-19=1-434) 1667 14-16=1 -355) 1775 19-10=( -109) 74 LL = 25 POE Ground Snow (Pg) 9-10= -38) ** For hanger specs. - See approved plans ( 65 14- 5=( -375) 1542 16- 5=( -644) 159 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -201/ 1523V -154/ 191H 5.50" 2.44 KDDF ( 625) 36'- 1.0" -200/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 11'- 4.2" Allowed = 1.758" MAX TL CREEP DEFL = -0.312" @ I1'- 4.2" Allowed = 2.344" MAX HORIZ. LL DEFL = 0.060" @ 35'- 9.5" MAX HORI Z. TL DEFL = 0.101" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-14 4-05-08 9-05-08 Design conforms to main windforce-resisting T 12 4 { ,f f 1 'f 1 1 1 system and components and cladding criteria. 12 12 12 4.00 D 6.00 M-4X6 Q 6.00 d 4.00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 6 4*,( End vertical(s) are exposed to wind, Truss designed for wind loads M-9X10 in the plane of the truss only. 5 3.1" M-3x9 7 M-1,5x3 M-5x6 M-5x6 3 M-3x102 + M-3x8 M-1.5x3 `n M-1.5x3 o 4 �,° - A o e � 1... 11 12'" 14 0 o M-5x10 M-1.5x3 M-3x9cv ..... 1 I o v 84 6`9c8 16 17 'f 18 °'19 �N M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) 1 l , ) ) 1 l l l 4-05-08 4-02 2-010407-22-11-04 3-08-04 9-03-04 8-09-04 l y 10-09-09 25-03-12 ) RSD PRop ,i,y C�4l':,' �t tVE� `'�4 J, 11-03-09 0-06 24-09-12 y 36-01 . 89200PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - B5 Scale: 0.1631 WON .7 WARNINGS: GENERAL NOTES, unless otherwise noted � "' Truss: B5 1.Builder and erection oonireaor should be advised of al General Notes 1.This design h based only upon the parameters shown and is for an individual f OR `ON ' and Warnings before construction commence. building component.Applicability al design parameters end proper t, Y 2.2c1 compro Won web bracing must be installed where shown+. Incorporation of component Design assumes is the responsibility of the building designer. 0.' •1$• r�\1 4 � 3.Additional temporary bracing b Insure stability during construction chords la be laterally braced et I V 's Is the responsibility of the erector.Additional permanent bracing of Y o c and et 10 a.c.rsspectNaty unless braced Throughout their length by F DATE: 6/27/2016 the overall structure is the responsibility of the building designer. continuous bridging such as plywood required where g(TC)and/or dryvnl(BC). `Fi R l L- 3.2n Impact bridging or lateral bracing wMown a SEQ.: K211617 8 4.No loade should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads beapplied taany component. and are tar dry anndBan'aloe.. 5.Compuinm has no control over and assumes no reeponsibiliy for the B.Design assumes AM bearing at CI supports shown.Shin or wedge 11 EXPIRES: 12/31/2017 fabrication,handling,shipment and inatsilallon of components. ssary. 7.Desig8,This design is furnished subject to me limitation set forth by 8.Platesn nshal be Boated onebath facesdrainagels of�sls,ed.and placed so their center June 27,2016 TPIMTCA in SCSI,copies of which vii be furnished upon request. lines coincide with Joint center lines MiTek USA,Inc./CompuTrus Software 7.6.7(1 LFE 9.Digits indioate alze of plate in Inches. 10.Far babe 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 37'— 0.0" IONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD._ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 EDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. 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 Wind: 140 mph, h=15ft, TCDL=4L=6.0, ASCE 7-10, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed,, Cat Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structuralTruss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-3x6 where shown; Jts:2-3,7-8,11,13 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 18-06 18-06 f f T 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 T f f 12 12 IIM-4x4 " 6.00 6.00 4.0" 5 A`,( IN% M-5x6(S)5:0000000000110.1.1."1.1 5) 1111411111111% M-5x6(S) 5" 0.25" vim. V� 7 3 r 0 r o 2 etsi I 0 1 10 11 120.25" 13 14 0 to M-1.5x3 M-1.5x3 M-5x8(S) • PRapFs 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 ' 4% ��GlN�y4� S41. yl_06 y 37-00 11 1 .4k- 892OOPE06 JOB NAME : AMERICAN MODERN STEP 5—PLEX — BFW Scale: 0.2228 ,�; o"' ,e ........ WARNINGS: GENERAL NOTES, tides*otherwise noted OREGON A.. ' 1,Builder and erection contractor should be edvieed of all General Notes 1.This design la based only upon the parameters shown and h for an Individual '� In Truss: B FW end Warnings before construction commences. building component,ponent bllity of design parameters and proper 4 �4 2.2x4 compression web bradng must be installed where shown v. Incorporation of the topa n h botthetom m chords responsibility of the allyhulkbraing ed at er. /Q �' 7 4 3.Atldltbnal temporary bredng o tenure debility during construction 2.Oedgn assumes the lop and baton choles to be laterally braced at Is then ndblR f the erector.Additional t bracing f 2 continuous and at ea10'o n,rew as ply unless braced(7C)an/or d,y Isn(m(. �f R e�` spa ty o permenen g o Z o.c.and sheathing such as plywood s braced t rou bout t drywaN(th b �-•S! V• DATE: 6/27/2016 the overall structure is the reeponlebilty of the building designer. 3.2s Impact bridging or lateral bredng required where shown++ SE K2 11617 9 4.No bad should be applied to any component until alter all bredng and 4.Indenatbn of truss le the reeponsibNity of the respective contractor. Y• fasteners are complete and at no time should any bads greater than 5.Design assumes asses are to be used in e non-corrosive environment, be applied to any component. and era for"dry condition"of see, dale loads TRANS ID: LINK a.Design assumes full bearing ateIsupports shown.Shim orwedge if EXPIRES: 12/31/2017 5,Cam has s no control over end assumes no responsibility for the incess fabrication.handling,shipment end installation of components, 7.Design assumes adequate drainage is prodded. June 27,201 6 a.This design is furnished subject to the limitations set forth by a.Plates shag be located on both faces of was,and placed eo their center TPIAMCA In BCSI,copies of which MI be furnished upon request. 9.Inc.Digitcoincide elms Joint t center ee to iliines. MITek USA,Ino,/CampUTIUS Software 7.6.7)1L)-E II.For bade connector plate design values see ESR-1311,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2X9 DF 2900F LOAD DURATION INCREASE = 1.15 BC: 2x9 DF 2400F SPACED 29.0" O.C. GOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2X9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,SCOL=6.0, ASCE 7-10, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End verticals) are exposed to wind, 19-1.5x9 or equal at non—structural Truss designed for wind loads vertical members (coon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 18-06 18-06 T T T 9-05-10 9-00-06 9-00-06 9-05-10 T T T T '1 12 12 6.00 p UM-4x4 -S16.00 4.0" 4 4c,( 411111114 M18HS-5x16(5) M18HS-5x16(5) 0.25" 0.25" 1011111 1. 144 o0 M-9x6 —4x6 1 7 f` o o c o 0 N I N 9 M-3x10 1O'25r lz M-3x10 M-5x6 M-5x8(S) M-5 y y y y PHOS ' ' 59-02-02 9-03-14 9-03-14 9-02-02 c, GIN4. j 0y \ 37-00 4/ 1-04 17 89200PE c' JOB NAME : AMERICAN MODERN STEP 5—PLEX — BFWRH ,, ^ Scale: 0.2122 NW !�j iilk WARNINGS: GENERAL NOTES, unless tithe Mnoted. 7 A OREGON (t. 1.adder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual �i f7 �.71J Truss: B FWRH and Warnings before construction commences. building component.Applkabillry of design parameters and proper .'e � 2.2n4 compression web bradng must be Installed where Mown+. Incorporalbn of component is me responsibility of the building designer. I�/� '7 A j\,z$ 3.Additional temporary bracing to Insure stability during construction2.Design assumes me lop end bodom d,ords to les laterally bread at '�,/ ` Y'ment Ice mere sibaty of the erector Additional nt bracing of 2'ntin and et ee o c rsuchas plywood ly unless braced(TC)s d/rdry length by (ld/� Spon germane 2a Impact at 10'lhing such as ply unless s braced throughout hout their drywag(SC). eee"`II E DATE: 6/27/2016 the overall structure la the responsibility of me building designer. 3.2n Impact bridging or Were!bndng required where Mown•• SEQ. : K211618 0 4,No load should be applied to any component anal after all bracing and 4.Installation Design Ati n of hum w.xe responsibility are stoa sibe�I�of Ithn a respective contrenvactor, redeems are template and at no come should any hada greater than and re for"dry condition"or use. TRANS I D: LINK design bads be applied to any component. 6.Design assumes NII bean g at all supports shown.Salm or wedge If S.CompaTms has no control over and assumes no responsibility form. necedmry EXPIRES: 12/31/2017 tabdulion,handling,shipment and Inelallatlon of components. 7.Design assumes adequate drainage is provided. JUMP.27,2016 S.This design Is furnished eubfen to the limitations set forth by S.Plates shall be Healed on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which wag be furnished upon request. Anes coincide with(amt center lines. 9.Digits indicate sire of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-1116) 1509 3- 9=( -430) 311 10- 6=(-550) 988 BC: 2x4 KDDF #l6BTR SPACED 24.0" O.C. 2- 3=(-1372) 653 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-936) 345 WEBS: 2x4 KDDF STAND 3- 4=( -984) 404 8-10=( -10) 15 9- 4=( -149) 596 LOADING 4- 5=( -800) 246 10-11=(-1970) 1988 9- 5=( -611) 560 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -978) 334 9-10=(-1233) 1605 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=( -433) 304 TOTAL LOAD = 42.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 994V -2000/ 2000H 5.50" 1.59 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -324/ 970V -2000/ 2000H 5.50" 1.55 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ++ For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.004" @ -1'- 1.5" Allowed = 0.113" 8_06_08 8-06-08 MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" 1' 1 f MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 4-05-11 9-00-13 9-01-08 9-05 1' 1 f 'l' j' MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.038" @ 0'- 5.5" 8.00 IIM-4x4 Q e.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3xt 'fly M-3x5 40 Design conforms to main windforce-resisting '� system and components and cladding criteria. M-1.5x9 M-1.5x9 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 illifrt. � M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1. x3 M-3x9 End verticals) are exposed to wind, M-3x5 3ilhAp. inuts dplaneeo fth wtrd soods M-1.5x9 in the plane of the truss only. Truss designed for 4x2 outlookers. 2x4 let-ins illof the same size and grade as structural top M-3X9 chord. Insure tight fit at each end of let-in. M-3x5 Outlookers must be cut with care and ao _'' permissible at inlet board areas only. e c +w ��N I ern 00 1 M-3x9 9 1_ ' o I 7 B 10+ ++ii --rti M-1.5x3 M-3x10 M-3x9 M-5x8 l )' . l 1 7-07 0-11-08 9-03-09 4-03-09 l vi ) 1 1-01-08 7-07 9-06 ��yyry r y 8-09-12 0 y09-12 8-08-04 y 'Sq" Pn..t,���s� y y �5 GINE /per 17-01 DC7 89200PE <" JOB NAME : AMERICAN MODERN STEP 5-PLEX - Dl ,/ „ - Scale: 0.2562 ,r4APII •.7'-"'- �y... WARNINGS: GENERAL NOTES, unlesscthenhse noted 7/' OREGON♦ gads. I.Balder and aredron centredor should be advised dal General Notes 1.Ira design Is based only upon the parameters Moven and Is for an Individual l� Truss: D1 and Warnings before construction commences. building componentAppllcabiigy of design parameters and proper f,,,. \I A 2.Za4 compression nab bradng must be installed where Moven+. Incorporation of component la the responsibility of the building designer. /y it k A� n 4 3.Additional temporary bracing to insure slabil09 during conslnnssn Z.Design assumes the top and bottom chords to be laterally braced et +� 14 Lb. Is the rosponsibiaty of the erector.Additional permanent bracing of 2 o.c.end at ea o.c.reapadaeb unless braced throughout their length by '� DATE: 6/27/2016 ma overall structure Is the nconenacts ddgIngior such b andplyg requirede mee where s and/or wn+drywag6c). n'L� epondbgtty of the building designer. 3.Zx Impost btldping or lateral brodng where shown R SEQ.: K2116181 4.No load should be applied to any component until after all bradng and 4.Installation of tuna is the responsibility of the reapedtve contractor, /astenan are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina nonoorrosNe environment, design pads be applied to any component. and are for.dry condtioe of use. TRANS ID: LINK 8.Design assumes full bearing atalsupports shown.Shim orwedge If EXPIRES: 12/31/2017 5.Domini/rya has no ventral over end assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 27,2016 8.This design b furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of trues,and placed eo their center TPIIWICA in BC5l,copies of which will be furnished upon request. Anes coincide with joint center Anes. 9.Digds indicate ales of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)E 10.Far bask connector plate design values see 658-1311,ESR-7888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1kBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-214) 676 3- 9=(-226) 208 10- 6=(-107) 556 BC: 2X9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-909) 274 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-668) 206 3- 9=(-684) 225 8-10=( -1) 7 9- 4=(-149) 450 LOADING 4- 5=(-684) 246 10-11=( -25) 42 9- 5=(-154) 139 TC LATERAL SUPPORT <= 12"OC. 13010. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-723) 187 9-10=(-132) 579 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 5-10=(-290) 144 TOTAL LOAD = 42.0 POP OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -192/ 868V -138/ 175H 5.50" 1.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -84/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 f ,r MAX LL DEFL = -0.017" @ 8'- 6.5" Allowed = 0.808" MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13 4-01-08 4-05 f f 1' 'f 4' MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.2" 8.00 p IIM-9x4 Q e.00 4.0" Designg 4 "�" system andcomponentsrandlcladding criteria. 11N Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(.) are exposed to wind, M-1.5x3 Truss designed for wind loads 3 M-3x9 in the plane of the truss only. 11 M-3x9 o Y 0 19 _� ' o o M-3x9 N r ' o raa O imilwaill ti 7 8 10 **11 M-1.5x3 M-3x8 M-1.5x3 M-5x8 J• l ,• ,6 l 7-07 0-11-08 4-03-04 4-03-04 l l 1 1 1-01-08 7-07 9-06 l 1 1 y � � Ft OF�ss 6-09-12 0-09-12 8-08-04 J• 17-01 y �� NGiNR /per w 89200 P E fir` JOB NAME : AMERICAN MODERN STEP 5-PLEX - D2 W �/� Scale: 0.2562 WARNINGS: GENERAL NOTES, antess It,.d noted OREGON (1 Truss: D2 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 and warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown t4.: incorporation of component la the reeponsibNgy of the building designer. ..."b < 9 14 '2. � 3.Addglonal temporary bracing to Insure stability during consiruclion 2.Design assumes the top end bottom chards to be laterally braced at / [. �rhy� Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectNety unless braced throughout Meir length by DATE: 6/27/2016 the overall structure Is the responeiblBy of the buildingdesigner. continuous sheathing or lteba6nh as g reuiredlnsend/*drywaq(BC). '"�f€L�q'� 1 4.In Impact bolt us lateral practne required the where shown*a ql 1-1 1.. SEQ.: K2116182 +.Naload enomebeeppn.siloany component tmnafter anbraangand 4.Inaagaironofemseathe raeponabpityortheraapectNecontraaor. fasteners are complete and at no time should any loads greater then 5.Design assumes true,.,are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and.r.for"dry condnlen of use. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes NA bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2017 fabtion,handling,shipment end installation of components. necepsry. rlw 7.Design assumes adequate drainagePis truss, d. an June 27,2016 6.This design is furnished subject to the limitations na eel forth by 8,Plates.heli be totaled on both faces of W.0.and placed so their venter TPIM7CA In SCSI,copies of which MP be furnished upon request. lines coincide with Joint center Imes. MITek USA,Inc./Com uTrus SoRw2re 7.6.7 1L E 9.Digits Indicate size of plate in Inches. P ( )- 10.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 8=1 -966) 9816 8- 3=( -372) 1922 12- 6=(-1210) 292 BC: 2x6 KDDF 4(1613TR 2- 3=(-6090) 1276 8-11=( -958) 4774 3-11=1-1636) 396 6-13=(-2478) 559 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4256) 956 9-10=1 0) 0 10-11=1 -108) 556 13- 7=(-1218) 5798 2x9 DF 2400F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4236) 962 10-12=( -8) 40 11- 4=( -992) 4426 7-19=(-3964) 860 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5084) 1114 12-13=(-1098) 5268 11- 5=(-1004) 300 208 KDDF #2 C BC UNIF LL( 233.3)+DL( 178.7)= 412.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-4906) 1066 13-14=( -130) 612 11-12=( -876) 4386 5-12=1 -214) 926 TC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1031/ 4713V -135/ 183H 5.50" 7.54 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -963/ 4506V 0/ OH 5.50" 7.21 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J,- nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" X)(' 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" \7 V 9" oc in 2 row(s) throughout 2x8 webs. MAX LL DEFL = -0.069" 0 8'- 6.5" Allowed = 0.908" /JtvJt` MAX TL CREEP DEFL = -0.141" @ 8'- 6.5" Allowed = 1.211" 8-06-08 7-04-10 3-01-14 MAX HORIZ. LL DEFL = 0.024" @ 18'- 9.2" 1 1' ' f MAX HORIZ. TL DEFL = 0.039" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 p M-4x6 '718.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 .h+( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �� End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ,,4111 M-3x5 M-3x5 M-5x6 M-4x8 rAdlik ic'1 r =111103111MIIMMIs r,_ _ Palli . I 1i Ato o M-5x10 M-3x6 N N o T 9 10 12 13 -14 M-1.5x3 M-5x16 M-4x8 M-7x8 M-1.5x4 y y l .L l l y 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 . , ), l 1-01-08 7-07 11-06 y , �En p}�Qx'F6,,,, y l l 8-04-12 0-09-12 10-08-04 y SCO a* 1E' /Z 1 19-01 89200PE 9r JOB NAME : AMERICAN MODERN STEP 5-PLEX - D3 " l- vfor Scale: 0.2195 WARNINGS: GENERAL NOTES, unless otherMse noted: yr OREGON/'1 A I f air 1.Builder anderadion contractor Mould be advised of all General Notes 1.Thisdeelgn is based onty upon the parameters shown and is for anlndwidual OREGON 'K.7 Truss: D3 and Warnings before construction aommenas buildingcomponent Applicability of design parameters and proper ,y � • Z.Dh4 compression web bradng must be installed where shown+. Nt4 44,6. Incorporation of component Is the raspendb0By(Atha building designer. <0 �7 y 1 A. 2.V 3.Additional temporary bracing to I ears Nobility during construction 2.Design mums the top and bottom Malls to bei laterally bread al �/ i't Isla responsibility of the erector.Additional permanent bracing of 2'o.c.and at id o c reepadNp unless braced Ihraughoul Ihalr langth by $i R I L continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). DATE: 6/27/2016 the overall structure lata responsibility of the building designer. 3.Se Impact bridging or lateral bradng required where shown++ 4.No bed should be applied to any component until ager at bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K211618 3 fasienem are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, design tote a apples to any component. end are for"dry co rimers^m use. p TRANS ID• LINK 5.ComWTrus has no control over and no responsibll ty for the 8.Design neumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 febricatlan,handling,shipment and lnsallatlon of components. 7.Design assumes adequate drainage is provided. June 27,2016 8.This design Is furnished subject to to limitations set forth by 8.Plates shal be located on both boas(Alms,and placed so their center TPIIWFCA In SCSI,copies of Mich MIA be furnished upon request. lines nes 9.Dress oinedica.size of plce with joint ctern llilines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E II.For basic conceder plate design values see ESR-1311,ESR-7089(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-89) 58 1-9=(-36) 38 2-9=(-124) 124 BC: 2x6 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. CON. 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. DON- DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 92.0 PSF (SPEC/ES) 0'- 0.0" -102/ 591V -27/ 68H 5.50" 0.87 KDDF ( 625) ,,,rFor hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) q.- 0.0" -109/ 999V 0/ OH 5.50" 0.80 KDDF ( 625) ADDL. BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.202" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.039" @ 1'- 11.5" Allowed = 0.181" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 3-08-04 -03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 1' l' 12 Design conforms to main windforce-resisting 6.00 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, End vertical(s) are exposed to wind, M-1.5x3 3 Truss designed forwind loads 2 in the plane of the truss only. I r 0 I 0 N o f- m o ' ceadlIMMINESSEI 0 of .1 4 v M-3x4 M-3x6 l +709# y l 3-08-04 0-03-12 l y 4-00 ���EO PRoA:t ' ro i. .NGI � R �p `r 89200PE c-- JOB JOB NAME : AMERICAN MODERN STEP 5-PLEX - DGIRD /��/.r Scale: 0.5597 7_ 4a. WARNINGS: GENERAL NOTES, unless otherwise noted. 0 " Truss DGIRD 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the Ammeters shown end k Wren Individual ' OREGON toand Warnings before construction commences. building component.Appikabllty of design parameters and proper r� ttft , 2.2x4 compression web bredng must be Imtalkd where shown a. incorporation of component k the responsibility of the building designer. Isiw /I [ry'y�� 3.Additional temporary bracing m Insure stability during constructionNO 2.Design assumes the top and bottom chows to be latently braced al F... 'I (} 2,'✓ ��' Is me responstMbly of me erecter.Additional permanent bracing of 2'o.c.and at 10'o c reapectNaly anted bread throughout their length by DATE: 6/27/2016 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). R RIO- the overall structure Is Me reeponSbABy of the building designer. 3.W Impact bridging or lateral bracing required where Mown.. SEQ. : K2116184 4.No had should be applied to any component until after all bracing end 4.Installation of truss is the respanalblllty or the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be useed Ina non-corrosive environment, TRANS ID: LINK deS need.be eppi:ed to any nanpenant and are for"dry condition'of use. 5.CompuTms hes no control over and assumes no responsibility for the 8.Dee egwaswmea Ng bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 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 S.Plates shall be located en beth faces of truss,and placed so their center June 27,2016 TP WVICA In SCSI.copies a/which will be furnished upon request. lines coincide vAth joint center lines. MiTek USA,Inc./CompUTfus Software 7.6.7(10-E S.Digits indldte See of plats In inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MFRS) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2246) 424 1-5=(-410) 1929 5-2=( -292) 1714 2-3=( -145) 139 5-6=(-403) 1885 2-6=(-2208) 487 BC: 208 KDDF #16ND 3-4=( 0) 0 6-3=( -148) 149 WEBS: 2x9 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 1.0" VBRG AREA BC LATERAL SUPPORT <= 12.0C. UON. BC UNIF LL( 143.8)+DL( 117.8)= 261.5 PLF 0'- 0.0" TO 12'- 1.0" V BEARING LOCATIONS REACTIONS REACTVERT MAX IIONS SIZE SQ.INRED(SPECIES)) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -380/ 1966V -80/ 200H 5.50" 3.15 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 1.0" -393/ 1967V 0/ OH 5.50" 3.15 ROOF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .. For hanger specs. - See approved plans Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "OR spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-02-13 0-03-12 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" 6-06-07 MAX TL CREEP DEFL = -0.074" @ 6'- 4.7" Allowed = 0.744" MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 12 M-1.5x3 MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" 6.00 4 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x8 2 u7 tel I 0 1 m 1111 o 1©.11111111111."11111111.111 11 l 5 6 o M-5x16 M-3x10 M-6x10 y y k y 6-04-11 5-08-05 k .t) PROFt 12-01 \c0 ' GINE• `S(0 9 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - F1r /ar. . r': nvScale: 0.4070 '� <.., .. WARNINGS: GENERAL NOTES, unless othehe noted ,yORCf'"©N ()+ 44. 1.Budder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters show)and h for an Individual OREGON ON�� ry Truss: Fl end Warnings before conatructbn commences, building component.Applicability of design parameters and proper ,/( (� '` 2.2v4 compression web bredng must be installed where shown+. Incorporation assumes a component la the m chords to o/the bulbuilb braced designer. /^ -T 1 V (� temporary bracing to Insure stability during consiructlon 2.Design ad t tO the top and bottom sorsa to a laterally braced el �./4,467-F1 r� 4 tf'�. _ 3.Additional tem T o,c and et l O o,c,respectively unis.s braced throughout r drylength by / \ j"+ b the respnnsibilly of the erector.Additional permanent bracing ut continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC), , `�RIO- DATE: I - DATE: 6/27/2016 the overall structure la the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where Mev)++ 4.No Rad should be applied to any component until after all bradrg and 4.Installation of truss Is the responsibility of the respective contractor, SEQ.: K2 11618 rJ fasteners are complete end at no time should any leads greater than 5.Design assume.vases are to be used in a nen-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.C sign us has no control over and oneum.a no roaponstbldy for the 5.Design assumes fug bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication.handling.shipment and installation of components. 7.Design nossamassumes adequate drainage is provided. June.27,2016 e.This design 5 furnished subject to the limitations set forth by S.Plates.hal be Rated on both faces of truss,and placed so their center TPWITCA In SCSI,copies of which MI be furnished upon request. lineB.Digits oinelde with indicate she ofnt piscenter ellilines. Indies, MITek USA,Inc,ICompuTruS Software 7.6.7(1L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x9 or equal at non—structural End vertical(s) ar exposed to wind, vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for ewind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-05-04 5-07-12 T T T 12 6.00 p M-1.5x3 i M-3x6 441111 III N 4/06111141 I 0 _aidllmiollai . ... .. ... ..... o / -/ 1 M-155x3 M-ix6 M-3x4 l l y 6-03-08 5-09-08 1 1-06 l 12-01 l `�'� GI E 6/0 `� 89200PE r JOB NAME : AMERICAN MODERN STEP 5—PLEX — FWA .--- Scale: 0.3598 WARNINGS: GENERAL NOTES, umesa otherwise noted OREGON } 1.Balder end erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual / A 1i[, Truss: FWA and Warnings before construction commences. building component.Appliwbiley of design parameters and proper �G _ Qa 2 284 compression web bracing must be installed where shown.. incorporation or component is the responsibility or the building designer. /0 l,9 .�4 2. �•.�.,, 3.Additional tem batt to insure stability during2.Design assumes the top and bottom chords to be laterally braced al temporary bracing conatrucilon 7 o.c.and at 1d e c reapedNely unless braced throughout their length by A,y is IM nsponsiblIN of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)erection drywaft(BC). Ir H A I t -, DATE: 6/27/2016 the overall structure Is the responsibility of the building designer. 3.24 Impact bdtlging or lateral bndng required where Mown.. �l!1 L. SEQ.: K211618 6 4.No load should be applied to any component until after all bradng and 4,Installation of tons 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 e ren-conosha environment, design bads be st II d to an end era kr"dry condition"of use. TRANS ID: LINK gra no yoompossu 5.Dom True hes no control over and assumes no re e.Design assumes NI bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 lace responsibility tel the rammer), fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - Jane.27,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,end placed w their center TPWdTCA in SCSI,copies of which WI be furnished upon request. Ines coincide with Joint center lines. MiTek USA Inc./Com UTlus Software 7.6.7 1L E 9.Digits intlkete size of plate in inches. P ( )- 10.For bask connector plate design values sea ESR•1311.ESR•1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift et 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. !COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 209 KDDF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X4 or equal at non—structural LL = 25 POP Ground Snow (Pg) load durationrticlfactor=l.6, 9 End vertical(s) are exposed to wind, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span OUR. 6-02 14-03 1 1 1 6-02 6-10-14 7-04-02 1 1 1 1 12 12 6.00 p I IM-9x4 4 6.00 4.0" 2 .l"( illi M-3x6 M—3x6 — 1• AI% 3 0 1 M-3x6 w 0 io I SSSS,, N I'I.I Nf, 5 0.25" 6 M-i)c6 8 M-3x5 M-3x5 M-5x8(5) ¢Co PROk-s y 6-02 y 7-02-06 y 7-00-10 ,L• O.-) f 61 20-05 :9200P t' JOB NAME : AMERICAN MODERN STEP 5—PLEX — FWB Scale: 0.2379 Ilan 400 Cr WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON 1[r 1.Bulder end erection contractor should be advised of s1 General Nobs 1.This design la based only upon the parameters shown and is rat en individual w: Truss: FWB and Warning.before construction commences. building component.Applicability of design parameters end proper LSO 14 2P\- �� `,` 2.254 compression web bracing mud be Installed where Moven+. Incorporation of component Is the respondbldy of the building designer. -'IW. 3.Additional temporary bracing to Inure debility during construction 2.Design assumes the top and bottom chords to las laterally throughout thear length el I11�j_ ` �� y Is the responsibility of the erector.Additional permanent bream of c agnuous sheethingrsuch respectively eheathbg(TC)and/or drywal BC). 1 ' Will- DATE: . R`L y DATE: 6/27/2016 the overall structure Is the responsibility of me building designer. 3.D4Impact bridging or lateral bradng required where shown++ SEQ.: K2 11 618 7 4.No bed should be applied to any component until.Ser all bradng and 4.InstallationDesign enc'ss Is the.spa ebbe uletya t t n respective contractor.caenl, fasteners aro complete end at no time should any loads greater then and are for"dry condition of use. TRANS ID: LINK design loads beapplied aenIoany component. 8.Design assumes MI bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 no S.CompuTrus has no control over and assumes no reeporroroilly forme dimmed. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. June 27,2016 6.This design is furnished subject to the limestlons set forth by B.Mates shag be located on both faces MMus.and placed so their center TP WIICA m SCSI,wpbs of which coil be furnished upon request. Ines coincide with Mid center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CetepuTruS Software 7.6.7(1L)-E 10.Far bade connector plate design values see ESR-1311,EBR-1a88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(-594) 595 3-4=(-219) 198 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 204 KDDF STAND2-3=(-333) 331 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" -119/ 417V -600/ 600H 5.50" 0.67 KDDF ( 625) OVERHANGS: 18.0" 0.0" 9'- 0.0" -126/ 251V -600/ 600H 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x9 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.029" @ 2'- 2.9" Allowed = 0.359" 4-00 MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" f MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 ICOND. 3: 150.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 -1 Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. V' O I N O _J [ . _Alli i O 2 11611144 -f M-3x4 M-1.5x3 l y l 1-06 9-00 p ,''S((X"'�G I N E�C'9 /0?, :9200p JOB NAME : AMERICAN MODERN STEP 5-PLEX - FWC "''� Scale: 0.6294 /LOW �� WARNINGS: O.m:s Lds NOTES, unless otherwise Aspar ante OREGON Cr Truss: FWC 1.Builder and erection contractor should be advised of al General Notes 1.This building ee l•bawd only upon the parameters shown end h bran Individual end Warning.before construction commences. building component.Applicability of design parameters end proper 2.204 compression web booing must be Installed where shown a, Incorporation of component is the re•pundblity of the budding designer. ,.+� i(,� - A ( 0\ " 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the tap and bottom Moria to be laterally braced at ,d+„V�a„ Is the reyonabilry of the erector.Additional permanent bracing of 2 o.c.end et iP de.reepectbely unless breced throughout their length by �+ DATE: 6/27/2016 the wenn structure Is the recontinuous sheathing such as plywood•heething(TC)and/or drywal(BC) MER R I t responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Mown«a 1..L� SEQ.: K211618 8 4.No bad should be applied to any component until after ell bredrp end 4.Installation of bus•I•the re•poneibllty of the respective contractor. fasteners are compete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrue has no control over and assumes no responsibility for the e.Deign assumes NI bearing at all supports shown.Shim or wedge if EXPIRES: „ fabrication,handling,shipment and Installation of components. necessary. u drainage is 6.This deagn Is furnished subject to the limitations eel forth by e.Plelasnshall be sealed7. assumesuon both tees.of ete Nroes,ed.and placed so their center June 27,2016 TPNNTCA In SCSI,copies of which will be famished upon request. linea coincide with joint center Imes. MITek USA Inc./CompuTrus Software 7.6.7(1 L)_E 9.Digits Indicate sire of plate In inches. 10.For bads connector piste design values see ESR-1311,ESR-1968(Mitek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 2.5" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. able end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Y-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE ONLY 12 12 I I M-4x4 8.00 Q 8.00 2 4,.~O I ' O I co co ,o O 1 4 5 l l 1 l 1-01-08 11-02-08 1-01-08 �g 0 P R op , 89200PE <" JOB NAME : AMERICAN MODERN STEP 5—PLEX — ElSale, 0.4900Air — WARNINGS: GENERAL NOTES, weeds ethanol's nated OREGON /a 1.Builder and erection contractor should be advised of al General Nobs 1.This design Is bawd only upon the parameters Moven and le for an individual ,fie OF EG ON �40 Truss: E 1 and warnings before construction commence.. building component.Applbabilly of datlgn parameters and proper 4, (1 2.204 compression web bracing must be installed where shown+. incorporation of component is the raeponsiblNy of the building designer. /f0 . 14 ',�1 �'1"' 3.Ademonsl temporary brewing to Insure stability during constriction 2.Design assumes the top end bottom whored to be laterally braced al '�/ Y' , Is the ro alit f me erector.Additional a bran f 7 nti end al l P wins respectively me ply unlade braced(TC)a d/rhelr length by e �'�\ k+ Spon IPf o germane bracing o continuous shealhkg such ea plywood sheathing(TC)and/or dryw.A(BC). N DATE: 6/27/2016 me overall abudure k the responsibility of the building designer. 3.2x Impact bridging or labral bracing required where shown+. SE 4.No bed should be applied to any component until after all bredng end 4.Inatalletion of trues is the responsibility of the reapedNe contractor. Q•: K211618 9 fasteners are nmplete and at no time should any bads greater then 5.Deep assumes trusses ere to be used in.non-corrosive environment, end are for"dry condition"of e. TRANS I D• LINK design fossa be applied to any component. S.6.CompuTrus he.no control over end edemas no responsibility for the Design assumes MA bearing at al supports shown.Shim or wedge 0 EXPIRES: 12/31/2017 mussed. p bbrintlon,handling,shipment end Installation of components. 7.Design assumes adequate drainage la provided. June 27,2016 B.This design Is furnished subject to the limoetione set brlh by B.Plates shall be located on both faces of Iruss,and placed so their center TPIM/ICA In SCSI,copies of whkh will be furnished upon request. lines coincide with kid center Ones. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L(-E to.For bask connector plate design values see EBR-1371.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 104 1- 8=(-1326) 1519 1- 2=(-1002) 643 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 ROOF STAND 2- 3=(-702) 331 8- 7=(-1326) 1519 3- 8=( -496) 504 3- 9=(-562) 218 8- 9=( -69) 221 LOADING 4- 5=(-562) 218 8- 5=( -496) 504 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-702) 331 6- 7=(-1002) 643 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -98) 104 TOTAL LOAD= 92.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 Ply Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -317/ 729V -2000/ 2000H 5.50" 1.16 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 2.5" -317/ 729V -2000/ 2000H 5.50" 1.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5-07-04 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 5-07-04 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" 4' 1' 4' MAX TL CREEP DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" 1-08-12 1-00 2-10-08 2-10-08 1-00 1-08-12 MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 1 1 4' 1 4' 4 4' MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 12 12 8.00 17r IIM-4x9 4 4.0" Q 8.c0 'COND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting lasystem and components and cladding criteria. Wind: 190 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 M-1.5x3 in the plane of the truss only. 5 M-3x4 � '� M-3x4 2 6 .-i ODo Gii r111116ha CDI 0 1111 1111 0 1 0' B .�7 0 M-4x6 M-3x8 M-4x6 y y y 5-07-04 5-07-04 y 11-oz-oe y Pf30F'� (------'-....,\::\,,,i, $) tNGINELc, ✓o$920C3PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - E2 ,i Scale: 0.9249 WARNINGS: GENERAL NOTES, Mau otherwise noted: 0 it Truss: E2 `Solder erection contractor be advised 0 l.General Noe. This design b based only open the parameters and b for an lndnd -f7OREGON anOs/ and Warnings before construction commences. building component.Applicability of design parameters and proper 4 2.2.4 compression web bracing must be InNslbd where shown e. Incorporation of component Is therespondbgfty of the building designer. <^ 2S 3.Additional temporary bracing to Insure stability during conslmctinn 2.Desitin assumes m•tug end bottom chordto be laterally braced at .' 14 r Is the rond spoblNOtte erector.Additional permanent bracing of 2'o c and at+0 c.c.respectively unless braced to ut their length by /(y DATE: 6/27/2016 iha overall structure b the responsibility of me building designer. continuous sheathing such as plywood sheaming(TC)end/or drywall(BC). 44,4 R R I t - 3.2a Impact bridging or lateral bndng required where shown•a• 1.+ SEQ.: K2 11619 0 4.No load should ba applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners era complete and at no time should any loads greater than t Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bade be applied to any component. end ere for"dry condition'of use, 6.CompuTrus has no control over end eesumea no respondbllity forme 6.Design assumes NA bearing at ant support.shown.Shim or wedge It EXPIRES: 12/31/2017 tabrloellon,handling,shipment and Inatelbtlon of components. ceseary' 7.Desigd. 6.This design Is furnished subJ•d to the limitations set forth by S.Pb essshal be ba dassume. uonaboth faces of o..,pvidand placed as mein center June 27,2016 TPNNTCA In SCSI,copies of which wig be furnished upon request. Nnes coincide with Jabd center Anes. MITek USA Inc./CampuTrus Software 7.6.7(1 L}E 9.Diggs indicate size of plate In Inches. 10.For beef.connector piste design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-718) 1912 6- 3=( -309) 991 SPACED 24.0" O.C. 2- 3=(-2191) 726 6- 7=(-547) 1421 3- 7=(-1008) 998 WE: 2x4 KDDF STAND;$2 A LOADING 3- 4=( -605) 155 7- 8=( -55) 125 7- 4=( 0) 319 2x6 KDDF # WEBS: 2x9 KDDF STAND; 4- 5=7 -609) 157 7- 5=( -4) 303 LL( 25.0)+01,( 7.0) ON TOP CHORD= 32.0 POE 5- 8=( -525) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -122/ 716V -104/ 124H 5.50" 1.15 KDDF ( 625) 13'- 6.0" -75/ 547V 0/ OH 5.50" 0.37 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. .. For hanger specs. - See approved plans II BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc soac inc. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed= 0.113" MAX TL CREEP DEFL = -0.009" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.069" @ 2'- 11.5" Allowed= 0.629" 7-10-12 5-07-04 MAX TL CREEP DEFL = -0.124" 5 2'- 11.5" Allowed= 0.839" f f MAX HORIZ. LL DEFL = -0.051" @ 13'- 3.2" 3-00-08 4-10-04 1' 5-07-04 MAX HORIZ. TL DEFL = 0.083" @ 13'- 3.2" f 1212 IIsi-9x9 Design conforms to main windforce-resisting 8.0017' Q 8.00 system and components and cladding criteria. 4.0" 4 Wind: 140 mph, h=21.Bft, TCDL=4.2,8CDL=6.0, ASCE 7-10, III (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. 14-3x5M-3x4 THE DESIGN SHALL BE REVIEWED AND APPROVED BY 41141111 PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER �� o FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL ��p rr*r May �o NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. 7 1 r 3x4 M-3x6 p r M-3x8 N j44 11 2 M-5x6 1--I o M-3x4+ .. 6.44 12 1 b b b b i 2-09 5-00 5-03-08 0-05-08 y .1-01-08 2-09 y 10-09 �cy,W) PR op , y ra GINE . �. ly0l-O8 13-06 441e�JGa p 17 JOB NAME : AMERICAN MODERN STEP 5-PLEX - E3 400,Scale: 0.3061 -v '�JPP WARNINGS: GENERAL NOTES, unless ethandsa noted 'I OREGON A.. 1/a 1.Builder and erection contractor should be advised of al General Nates 1.This design Is based only upon the parameters shown and Is for an individual '9v Truss: E3 and Warnings before constn3abn commences. building aempanent.Apptiaablly of design parameters and proper 2.234 compression web bradng mud be installed there shown.. Incorporation or eampanent Is the reeponsiblity of the building designer. <^ '9 I' 4 2.O - ' 3.Additions,temporery bracing to insure stability during construction 2.Design and at 12 the top and bottom chords is d laterally throughout b h.i et '.f {]- is the responsibility of the erector.Additional permanent bracing or T ntin and al as cin reach ply unless eeutl(TC)a dl their y length by "��Fi't .9 is continuous sheathing such as plywood shsetiiing(TC)end/or drywa%(BC). 10 - DATE:: 6/27/2016 the overall structure la the respondb%By tithe building designer. 3.23 Impact bridging or lateral bredng required where Mown a e 4.No load should be applied to any component until after a%bradig and 4.Installation of bus Is the responsibility of the respedhe contractor. SEQ.: K2116191 fasteners are complete and at no time should am leads greater Stan 5.Design sceness lines..are to be used in a nan.a°naeha environment. design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing atagspportsshown.Shim orwedge it EXPIRES: 12/3112017 5.ComWTrue has no control over and assumes no responsibility for the necessary. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. June 2 r? ,201 6 B.This design Is fumiahed subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,end placed so their center TPW/1'CA In SCSI,copies of which wit be furnished upon request. 9.lines ss oiine dde sate of joint center lines. In inches. MITek USA,Ina/CompuTrus Software 7.6.7(1L)-E M.Far basic connector piste design values sae ESR-1311,ESB-t988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x6 KDDF #16BTR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-454) 650 9-5=(-1552) 6274 1-4=(-1760) 430 2-6=(-6868) 1714 BC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-454) 650 5-6=(-1552) 6274 9-2=(-6868) 1719 6-3=(-1760) 930 WEBS: 2x9 KDDF STAND; 5-2=( -120) 120 2x6 KDDF #2 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( -12.5)+DL( 11.5)= -1.0 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -940/ 3769V -2000/ 2000H 5.50" 6.02 KDDF ( 625) TC UNIF LL( 426.0)+DL( 289.7)- 715.8 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -940/ 3769V -2000/ 2000H 5.50" 6.02 KDDF ( 625) J,- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5 nails staggered: ITOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6" oc in 2 row(s) throughout 2x6 top chords, XX CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0.438" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.177" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.035" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, f T T End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 M-7x10 in the plane of the truss only. M-3x6 f I 2 3 -, o0 co I o A A co , ►i ��I of 4,..i 6 >"<-6 M-4x10 M-1.5x3 M-4x10 l l l 4-10 4-10 l y 9-08 � �� PRQ1 .`S cc 4G 11\14- /Q 't 89200PE fir"` JOB NAME : AMERICAN MODERN STEP 5-PLEX - G1 Scale: 0.5609 "IIP Cr. „00, ,,�/ .w'� - WARNINGS: GENERAL NOTES, any upon the parameters TI "til OREGON Ot siC! Truss- G1 Bulkier should of all General Notes This Ing component. pptuponthe pesgnermewn and bfor en individual and Warnings before construction commences. bullring camp onent A neat is of responsibility parameters and papera 2.244 compression web bradng must be Installed where shown s. Incorporation of component b the roepansibNNy of the building designer. v:^ _7 1. 14 4 3.Additional tem 2.Design names the tap and bosom chords to be laterally braced at V r �py temporary bracing to Inure stability during construction 7 o.c and at 1G o.c.respectively unitise braced throughout their length by T Is the respondbGty of me erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(SC). R R1 1.N.- DATE: 6/27/2016 the overall structure le the responsibility of the building designer. 3.2i Impact bridging or lateral bradng required where Noun•4 SEQ.: K2 11619 2 4.No load should be applied to any component until after all brodng and 4.InYallation Minns 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 Ina non-corrosive environment, TRANS ID: LINK design pads be applied to any component. and we for"dry condition"of use. 5.CompuTnro has no control over end assumes no responsibility for the 8.Design assumes NA bearing at all supports Nova.Shim or wedge If EXPIRES: 12/31/2017 fabrketlen,handling,shipment end installation of components. awry' 7.Designassumesetoadequate on both isprovided. June 27,2016 8.This design is furnished subject to the limitations set forth by B.Plates Nall be puled on both facet of Wes,and placed so their center TPINJTCA In SCSI,copies of which WI be furnished upon request. linea coincide with joint center Ines. MiTek USA,Inc./Com uTrus Software 7.6.7(114-E 0.Digits indicate eke of plate m inches. p10.For basic connector plate design values eee ESR-1311,ES14-1885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4816) 998 1- 6=(-878) 3836 6- 2=( -356) 1898 4- 9=(-4980) 1086 BC: 2x6 KDDF #1&BTR 2- 3=(-3090) 682 6- 7=(-870) 3800 2- 7=(-1690) 914 9- 5=( -40) 10 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-2486) 598 7- 8=(-330) 1324 3- 7=( -310) 1902 LL = 25 PSF Ground Snow (Pg) 4- 5=( -110) 136 8- 9=(-330) 1329 7- 9=( -434) 2006 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -690) 2940 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 176.5)= 406.8 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) --'',' ( 2 ) complete trusses required. 0'- 0.0" -814/ 3900V -109/ 209H 5.50" 6.24 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1162/ 5349V 0/ OH 5.50" 8.55 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" ©(§ MAX TL CREEP DEFL = -0.077" @ 4'- 10.3" Allowed = 0.969" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" 9-00-12 6-04-12 MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 1' 1' 5-00-01 4-00-11 4-05-04 1-11-08 Design conforms to main windforce-resisting T ' 1' 1' '( system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8.00 [77 3 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q, load duration factor=l.6, 41 a:S End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 N I 0 r A141(M) 1 O MIv ® c C® N 111 m 0 1 _ 6 7 e -.9 I o M-5x10 M-3x6 M-6x8 M-3x8 -M-4x4 y y y ♦1967# ; 4-10-05 4-04-03 4-03-08 ) 1-11-08 {I� .0 PROFS y 15-05-08 y `'ti��yl, L GIN /0 i. :9200PE <- JOB NAME : AMERICAN MODERN STEP 5-PLEX - E4 �: Scale: 0.3397 -- WARNINGS: O. hRNeNOTEb, umaupotherwise cotatl 77, OREGON 4, 111 it I.Builder end erection contractor shoed be advised dal General Notes 1.This design Is bawd only upon the parameters Mown and h for an individual OREGON l.7lJ I Y '�i f Truss: E4 and Warnings before construction commences, building component Applicability of design parameters and proper /( z 2.2e4 eompreWon web bradng must be Installed Mars shown+. Incorporation of component Is the responsibility of the balding designer. .✓/� -7 A ZV ='�". 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me lop and bottom chaste to be laterally braced al V Y' "�h Is the responsibility f the erector.Additional permanent bracing of 7 o.c.and et 10 o e respectively unless braced throughout their length by A 10, N o continuous sinathing such as plywood sheaming(TC)and/or drywell(BC). {{Y�R DATE: 6/27/2016 the overall structure Is the rasponelbny of Me building designer. 3.2a Impact bridging or lateral bradng requked where shown++ SEQ.: K2116193 4.No load should be applied to any component until after all bradng and 4.InstaXntien of ss lea the s responsibility esponsibbe il lsNydl is respective centred°.em, fasteners are complete end at no time should any loads greater than g TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use.SDEXPIRES : ry ry ry 5.CempoTrus has no control over end assumes no responsibility for the S. ee et eseumes full bearing at all supports Mown.Shim or wedge If EX f I(lE S: 12/31/2017 I!2/)11 170 1 7 ry. fabdullon,handling,shipment end Inean of components. T.Design assumes adequate drainage Is provided- June 27,201 6 limitations S.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP9WTCA In ECM,copies of which MI be furnished upon request. tines coincide with joint center line. 9.Digits indicate size of plate in Inches. MiTek USA,Ina./COmpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-82) 21 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: 13.5" 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -86/ 333V -13/ 57H 5.50" 0.53 KDDF ( 625) 1'- 4.9" -49/ 30V 0/ 0H 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -6/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 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/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 1-05-11 MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" 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.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, d, Truss designed for wind loads Io in the plane of the truss only. 0 r 0 0 I f _ o ' ��4 / M-3x4 l y y 1-01-08 2-09 'PROVIDE FULL BEARING;Jts:2,3,4 I tip ° °pFss c, < A G I NI,E�C /p kt 112 :9200PE r- JOB NAME : AMERICAN MODERN STEP 5-PLEX - EJ1 4401"'" Scale: 0.7095 A 444111111P /'�... WARNINGS: GENERAL NOTES, unless otherwise noted, 11110 4t Truss: EJ1 1.Bulder and erection contractor should be advised of al General Nates 1.This design is based only upon the parameters shown and h for an Individual 7 4,OREGON [)e and Warnings before conabudlon commences building component.Applicability of design parameters and proper A V 2.204 compression web bracing must be Installed where Moven a. Incorporation of component Is the responsibility of the building designer. Ob '1P' 9.V� .Additional temporary bracing b Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al (� Is the responsibility of the erector Additional permanent bracing of 2 o.c.and el 70 o.c.raepedrac Nely anises betl throughouttheir langlh by //rw,�`'�� 3 DATE: 6/27/2016 the overall Nluclurelsthe rcaponstbNityafthe bulMingdea:finer, 3.continuous sheathing such asplywarodshsathing(TC)and/or drywal(SC), '^�.�R'L1- 2x Impest bridging or lateral bracing required where shown++ SEQ.: K211619 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 contractor, should are complete and at no timeshould any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment. TRANS I D: LINK deNgn bads be applied to any component. and aro or"dry condMon"of use. S.CompuTrue Ms no control over and assumes no responsibility for the 6.Design assumes Nl bearing at all supports Maven.Shim or wedge If EXPIRES: 12/31/2017 / l ^0 7 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provltled. L/ l 't_I 6.This design Is famished eubJed to the limitations set lonh by S.Plates shallbe boated on both faces of truss,and placed so their center June 27,2016 TPIM7CA In SCSI,cophs of which will be furnished upon request. linea coinake with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate else of plate In inches. 10.Far bask connector plate design values see ESR-1311,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1BBTR SPACED 24.0" O.C. 2-3=(-62) 20 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: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -118/ 428V -10/ 68H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -72/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.9" Allowed = 0.224" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. IWind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. f � r o - _ o - I 2..›..<.1 4 M-3x4 y .6 ,6 y 1-06 2-00 0-07-11 (PROVIDE FULL BEARING;Jts:2,4,3 I r O PR VF4t,c, 444 /i 4c :9200P r JOB NAME : AMERICAN MODERN STEP 5-PLEX - ESJ1 Scale: 0.8739 gene WARNINGS: GENERAL NOTES, unless otherwise noted: 7I OREGON�� 1.Builder and erection contractor Mould be advised of all General Notes 1.TOH g ignnisosednt.only upon pa nit el0 age tarsparehcnrt end ndis for Individual 6'' A. Truss: ESJ1 .n Warnings herons b,construction commences. builincorporation I component Is the re•ponemmy of the building designer. /� y �.q, 2,© 2.2a4 comprossion web bracing must be IntalNd where shown+. 2 pep the top end bottom chorda to be laterally braced et ,('y 3.Additional temporary bracing to Inure stability during construction 2 c.c.and at 1 O .c.nepecthety unless braced throughout Melr length by R'�\ ka le the responsibGty of the erector.Additional permanent tracing of aantinuoue sheathing such as plywood sheathing(TC)cM/ordryweg(BC). �••• DATE: 6/27/2016 the overall structure is the re•ponelbpty of the building designer. 3.2x impact bridging or lateral bracing required where shown++ SEK2116196 4.No load should be applied to any component until atter all bracing and 4.Installation of truss le the responsibility of the respective condor. 4• fasteners are complete end at no time should any mads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, design keds be applied to any component. end are for"dry condition.of use. II�3�+�ryry jI�/� TRANS ID: LINK 8.DesigneseumesNIbearingetall eupponsahavm.Shim arwedge It EXPIRES: 12/31/2017 5.CompuTrus tea n control own and assumes no neponsibllHy for the nese Wry, fabrication.handling,shipment and lnstellation of components. 7.Design assumes adequate drainage is provided. June 27,2016 8.This design is furnished subject to the limitations sat forth by 8.Metes shall be located on both feces of truss,and pieced w their center TPLM7CA In BCS(.copies of which wG be furnished upon request. Nnes coincide with joint center lines. g Digits Indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(10-E 10.Far basic connector plate design values sea ESR-1371,ESR-1558(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-518) 536 9-5=(-1419) 6992 1-4=( -170) 68 2-6=(-7378) 1499 BC: 2x8 KDDF #16BTR 2-3=(-518) 536 5-6=(-1914) 6992 9-2=(-7378) 1499 6-3=( -170) 68 WEBS: 2x9 KDDF STAND; LOADING 2x6 KDDF #2 A 5-2=( -718) 3429 LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450.0)+DL( 326.0)= 776.0 PLF 0'- 0.0" TO 9'- B.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. SON. 0'- 0.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -901/ 9099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) �� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: \A� Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, /xVy\ 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1 B0 9" oc in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 9" oc in 1 row(s) throughout 2x9 webs. MAX TL CREEP DEFL = -0.152" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORR. TL DEFL = 0.019" @ 9'- 2.5" ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 9-10 load duration factor=l.6, f f f End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-4x12 M-1.5x3 f 1 2 3 --/ o A A o II leaf - Y d ti /- �� 5 ••<-7-6 -, 9 =M-10x10 M-3x10 =M-10x10 ,1 y l 4-10 4-10 J• 9-08 VO PROA4.- 89200PE 444 v<" JOB NAME : AMERICAN MODERN STEP 5-PLEX - Hl Scale: 0.5609 ..� WARNINGS: GENERAL NOTES, unlessottervise noted: 4t Truss: H 1 1.Bold.,end eredlon contractorMould be advised of all General Notes 1.This design is based only upon the parametersshown and is for an Individual ti"7 ORE ON [)v and Warnings before conahudbn commences. building component.AppllwblipL y of design parameters and proper / ♦ V 2.2x4 compression web bracing must Na Installed where shown a. Incorporatlan of component Is the reywnsibppy of the building designer. ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at IQ '9 14 02,Q* (.*"�" lathe responsibility or the erector.Addpbnal permanent bracing of 2 o.c and M 10 o.c.respectively unitise braced throughout their length byoonti _ DATE: 6/27/2016 the overall structure is the responsibility of the building designer. 20 Impact uous bddging sheathor lateralsuch b plywood required here shown 0 drywap(BC). !Kf Y r + 4.No load should be a ied to a 4.to tmpad boftrtallation of uss or Csrepraaing bility ofthe whereioa contractor.a t y.Ar SEQ.: K2116197 pW ny meshoMumyl�aragMdngand 4.Designasumestrusmerosponsiusednanon-edosiveenviron fasteners are complete and at no time should any loan.greater than 5.Design assumes trusses are Lobe used m e non-corrosive environment, TRANS I D: LINK design bads Na applied to any component. and are lor'dry nondlllon'of use. 5.compnTrus has no control over and assumes no reeponeibil8y for the e.Design assumes full bearing at aa supports shoves Shim or wedge 11 EXPIRES: 1213'1/2017 fabrication,handling,shipment and installation of components. necessary. ,.Design essha beesaded ate on ls provided. eftns,an June 27,2016 B.TN.design is famished tie efuo b the limitationsbsmie set forth by B.Plates shop be boated on both faces of trues,and Maud so their anter TPIANTCA hr SCSI,copies of which MI be furnished upon request. Nees coincide with Joint center lines. MiTek USA Inc./CompuTNs Software 7.6.7(1L}E S.Digits indicate size of plate in Inches. to.For basic connector plate design values see ESR-1311,ESR-191313(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 319 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-2_33=(-1188) 106 6-3=(-224) 2646 2-6=(-155) 306 WEBS: 2x4 KDDF STAND 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 BRG REQUIRED BRG AREA 12 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 G,"' 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ U'- 9.0" M-1.5x3 4 Design conforms to main windforce-resisting -/ system and components and cladding criteria. M-3x4 3 Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), iiiiiiiiiiiiiIIIIIIIIIIIIIIIIIIIIIIl !IIIIiIIIIIIl1I load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. el NI 0 ro O 1 5 I X6 M-1 .5x3 -3x4 .-1k, -90 PROFt619 l 1-06 l 1-02-08 l c,\5 , NGIN��.9 %9 89200PE c' JOB NAME : AMERICAN MODERN STEP 5-PLEX - HJ �ljr� Scale: 1.0366 tt GENERAL NOTES, unless otherwise noted. • OREGON V t}e . WARNINGS: 'v 1.and erW and erection co nstrud Mand be advised of all General Notes 1.This design Is based only upon the parameters shown and is foranindividual Jy \t A, Truss: H J and Warnings before was uawn commences. bugling soepof component loaIlhy of design parameters and proper `/44. `y 2.254 compression web bracing must be installed where shown*. Incorporation of component la the responabAHy of the building designer. rn f) 14 A. ye4 3.Addelenal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom choke to be laterally brewtl et 'V,/ Y �,r" ngth by is the responsibility of the erector.Addldonal permanent brecin f conYntin ounds st ea16 thing die,rcash es plywood s sheething(TC)and/or Iell(B). 1=iR..1n1 \' DATE: 6/27/2016 to overall etrudure is the responsibility of the balding designer. 3,h Inroad bridging or lateral bracing required where shown it s SE 4.No wad should be applied to any component anus after et bracing and 4.trrotelelon of truss la the responsibility of respedwe contractor. Q• K211619 8 fasteners are compete and at no time should any loads greater men 5.Design assumes trusses are to be used Ina non.sorosive environment, and ere for"dry condition"of use, TRANS I D• LINK design wave be applied to any component. H.Design assumes NI bearing at all supports shown.Shim or wedge if EXPI RES: 12/31/2017 R CompuTnp hes no control over and assumes no responsibilityfor the necessary, fabrlca8on,handling,shipment and lnaalatien of components. 7.Design assumes adequate drainage is provided. June 27,2016 6.This design is furnished subject to the limitations set forth by 8.Mates shag be boated on both feces of truss,end placed so their center TPBWTCA In SCSI,copes of which MI be furnished upon request, B.lDiel, center terlines. Digits indicate Nae of t inches. MITek USA,Inc./CompuTrus Software 7.6.7(10-E 10.For beak connector plate design values see ESR-7311,ESR-1698(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE= 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-975) 314 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-229) 264 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 BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18,0" 0.0" 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IrONS 2• nevign rherked for nett-S pnft uplift at 24 "or vparing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL= -0.000" @ 0'- 8.9" Allowed = 0.028" MAX TC PANEL TL DEFL= -0.000" @ 0'- 8.9" Allowed= 0.041" MAX HORIZ. LL DEFL =-0.000" @ 0'- 9.0" MAX HORIZ, TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 n Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.00 0 9-1 L (Al Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 11,09-12 '�� load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads 10,06, 0 a in the plane of the truss only. M-1.5x3 01 M-3x 2 3 ' ,- 1'�C oprovide support 0 4-00 o provide support o 1 8-00 o 1 O N 1 0 NM 5 '� ..S6 M-1.5x3 M-3x4 y y y 1-06 1-02-08 10-00 y �'9 PRop4, k, 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - HJ1 1 ,; •.. Scale: 0.9219 WARNINI.Oubd0.5: GENERAL NOTES, unless on the otherwise noted: OREGON Truss: H J 1 1,Builder and erection contractor should be advleed of all General Notes f.This design Is bawd only upon the parameters shwa)and Is for en individual Qj 1� end Warnings before construction commences. building component.ApplkabllM/of design parameters and proper 2.204 compression cab bradng mea be installed where shown•, Incorporation of component is the roaponsiblly of the building designer. /© 'I Y 14 2,Q$ = 3.Addllenal temporary bracing b Insure stability during eonebucllon 2.Design assumes the top end bottom chords to be lateral braced al vV' Is the responsibNty of the erector.Additional permanent bracing or T o.c.and et ICY o c respecthmA unless braced throughout their length by continuous sheathing such as prywood mwihlne(TC)and/or drywallM, (BC). 6'L`f R 114 DATE: 6/27/2016 Ing overall structure la mer. aponsiblley of the building designer. 3.2i Impact bddgine or lateral bracing required where Mown•. 1'j Il SEQ.: K211619 9 4.No load should be applied to any component until after all bracing and 4.Installation of Inks is the responsibility of the reapectNe contractor. fastener.are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and satsumas noresponsibility for the 6.Design assumes fullbearing al all supports shown.Shim or wedge it EXPIRES: 12/31/2017 fabrication,handling,shipment and instelletion of components. necessary. 7.Design sal bees adequate drainage is providedand 27,201 6 6.This dealers Is furnished subject to the limitations set forth by 8.Plates shall located on both faces of trues, placed w their center TPIMTCA In SCSI.copies of which w41 be furnished upon request. Ines coincide with Joint center lines. MiTek US . m uTrus Software 7.6.7(114-Z 9.Digits Indicate sire or plate in inches. A'Inc/Cop10.For bask connector pieta design values see EBR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-920) 923 3-4=(-1793) 1795 1-3=( -55) 94 2-4=(-1401) 1383 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 3-2=(-2264) 2257 WEBS: 2x9 KDDF 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" -1354/ 1410V -2000/ 2000H 5.50" 2.26 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 10.3" -1358/ 1403V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = -0.001" @ 0'- 10.2" Allowed = 0.064" BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.002" @ 0'- 6.7" Allowed = 0.096" MAX HORIZ. LL DEFL = 0.003" @ 0'- 3.5" M-1.5x3 M-3x8 MAX HORIZ. TL DEFL = -0.003" @ 0'- 3.5" 12I IC OND. 3: 2000.00 LBS SEISMIC LOAD. - Design conforms to main windforce-resisting system and components and cladding criteria. I I Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r+1 load duration factor=1.6, M O End vertical(s) are exposed to wind, I M Truss designed for wind loads oo I I in the plane of the truss only. - I I I - - II All connections and attachments of components to form 3�` _>�4 the structural system for imposed seismic loading is the responsibility of the engineer of record. M-3x8 M-3x4 Design assumes shear panel to align with verticals in adjacent trusses. Note:Attachments as stated above must account for the component overturning moment. 1-10-04 ..1:<- PRQp �y 17 :9200p r JOB NAME : AMERICAN MODERN STEP 5-PLEX - GHBP Scale: 1.2100 jP 1111 Cr WARNINGS: GENERAL NOTES, uNesa otherwise noted. �� OREGON �J) I.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters Mown end Is for an Individual IR EEGO�I YV y„ 4/ Truss: GHBP and Wemingsbefore conatrudroncommences. building component.Applioebillfyofdesign parameters and proper /� (� t" Z.2v4 compression web bradng must M Metalled where shown e. Incorporation of component Is the responsibility of the building designer. /ill -7 Y 14 2' t"!". 3.Additional temporary bracing to Insure debility during construction 2 Design assumes me lop end bottom unlesschords to be laterally braced al 'V Y' Is the responsibility of the erector.Additional permanent bracing of c ntin and et as hie rsuch as ply eacod throughout,dryelr hngth by � R 15` Z o.c.and te10,o.ng such tI eN plywooMeaced throu and/or drywaAgth b 4 DATE: 6/27/2016 the overall structure is the responsibaly of the building designer. S 2,Impact bridging or lateral bradng required where shown.♦ SEQ.: 2 11 6 2 0 0 4.No load should be applied to any component until seer all bndng and 4.Installation of truss is the responsibility of the respeate 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, end are for"dry condition"of use. TRANS I D• LINK design hada be applied to any component.5.CompaTNs has no control over and sesames no responsibility forme e.Design assumes NA bearing at all supports shovel.Shim or wedge If EXPIRES: 12/31/2017 memo. Iabdeatlen,hendling,shipment and Installation of components. 7.Design mourners adequate drainage is provided. June 27,2016 e.This design is furnished eubjed to the IlmltstIons set forth by B.Plates shall be located on both faces of truss,end placed m their corner TPINVTCA In SCSI,copies of which will be Iumished upon request. lines coincide with Mi lines. 9.Digits indicateindicatewipiste In MITek USA,Ina./COmpuTtus Software 7.6.7(1L)-E to.For basic connector plata design values me ESR-1311.ESR-1g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 319 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 6-3=(-224) 264 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 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 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/290, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main indforce-resisting system and componentsand cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, I I End vertical(s) are exposed to wind, deign Truss designed for wind loads 10 in the plane of the truss only. 0 N O N r 56 M-1.5x3 M-3x4 �c, . PRQ s 1-06 1-02-08 y \�� �G`N��'T. ��.,?l'. 892O0PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - GJ Scale: 1.0366 1NARoldera O.ThisdLNOTEb, unlessother.*aenoletl OREGON 4C/ Truss: GJ 1.and aantl sbeforcomrodoranoalobenues.advised o!al General Nates 1.builddesignipleas.oprycabny aparameters parameters and is for r individual and Warnings before wnsirudlon commences. ibuildingncorporation component.Applicability is of design parometere and proper Ay^ 2.264 compression web bradng must be installed where shown«. Incorporetbn of component le Ih.responsibility of the bullring designer. ,t�,(� �. h2 ..�..,� 3,Additional temporary bracing to Insure elebllity durkp eft shudlan 2.Design mums the top end bottom chords to be laterally 4thbraet S1 4 ( . Is the responsibility of the erector.Addllonal permanent bracing of 2'o.c.end al l V o c.raepedivery unless braced throughout their length by 'C DATE: 6/27/2016 the overall structure Is the reaponsiblhy or the building designer. 26 impact bridging g such l b adnplywre uir a where Moand/m d yw fflSc). ].2s Impact bddging or the lateral bradng required where.pawn.. T'1 SEQ.: K2116 2 01 4.Na bad should be applied to any component until after all bradng and 4.Installation of truss le thsiblllty of the respective contractor. fasteners are complete and at no time*odd any loads greater than E.Design mums trusses are are to to be used in a noncorrosive environment. TRANS ID• LINK design loads be applied to any component, end aro for"dry condition"of use, 5.Compurrus has no control over and assumes no responsibility forme 6.Daeceegµsewmes NA bearing at ail support.shown.Shim or wedge lir EXPIRES: 12/31/2017 fabrication.handling.shipment end hsiallticn of components. ry 7.Metes a assumes be a ted on befaces drainage b provided. June 27,2016 6.This design ie Nmlahed subject to the limitations set forth by E.Plates shat M hated on both laws or truss,and placed co their center TP WITCA h SCSI.copies of which coil be furnished upon request. Ines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.711 E I Far beAdianaectr late Inign values P ( )- 7.Dorbaskconnecterf platedesignses EER-1]71,EER•1 BBS(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 62 5-6=1-142) 78 5-2=(-475) 319 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-116) 106 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 3-9=) 0) 0 6-3=(-229) 264 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 BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -138/ 983V -97/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND 7. neaign checked for oetf-5 panuplift at 24 "cc sparing 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 = 0.010" @ -1'- 6.0" Allowed = 0.150" . MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX ill: EFL = -0.000" @0'- 9.0"MAX EFL = -0.000" @ 0'- 9.0" Desito main windforce-resisting systonents and cladding criteria. 12 �l Wind: 190 , TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 9'1 L (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .\.,._09-- 2". 1. load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 6-0 in the plane of the truss only. 10,0 M-1,5x3 M-3x4 3 ' -/ 1'0� 2w provide support M Cf l 4-00 provide support o r pil ii 8-00 I O N f- 5 6 -/ M-1.5x3 M-3x4 1-06 1-02-08 10-00 �c,� GINE /, 4t- •92.0OPE r" JOB NAME : AMERICAN MODERN STEP 5-PLEX - GJ1 Scale: 0.9219 -j}� WARNINGS: GENERAL NOTES, unless clharnlx noted: �REGryA, �'+ 1.Builder and erection oontrador should be advised of a8 General Notes 1.This design b based only upon the parameters shown end Is for en Individual OREGON OI V }�_ ,( Truss: GJ1 and Warnings before construction commence.. building component.Appllubtily of design parameters and proper ,y ♦l' +`X, 2.254 compraxbn web bndng must be installed where shown 0. incorporation of component b the responsibility of the building designer. /'M '7 ki' 2° 3.Additional temporary bracing to haute stability during 00 struct on Z.Design assumes the tap and bottom Morris to be laterally braced et + �.4 L 1/. y Is the r.eponsiNlly of the eredor.Additional permanent bracing of 7 ntinuo saeheething su��plw 000d sheathing(TC)and/orr drywallBCtm braced throughout their length), kr�R RIO- DATE: 6/2 7/2 016 the overall structure is the responsiblity o1 th.building designer. 3.2x Impact bridging or later.:breang required weer.shown+o SEQ.: K2116202 4.No load shoald be eppiled to any noeporont until.ft.,eE bnedng end 4.!Walla. ftuslssthhs.�wbtMait erespodnoe mn vitor.nem, fasteners are complete and at no time should any loads greater then end Design assumes or"dry true...re toOusbe TRANS I D: LINK design beds be applied to any component. 6.Design eawmes NII bearing at al supports shown.Shim or wedge if 6.CompuTnre has no control over and names no responsibility for the yah,. EXPIRES: 12/110017 fabrication,handling.shipment end helelbtion of components. 7.Design axone.adequate drainage is provided. June 27,2016 8.This design b furnished subject to the limitations est form by 8.Plates shall be baled on both feus Ohms,and placed so their center TPSWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CornpuTfue Software 7.6.7(1L)-Z 10.For bask connector plate design values see ES11.1311,ESR.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 / BC: 2x9 KDDF #13BTR SPACED 29.0" O.C. 2-3=( 0) 36 2-5=(-22) 24 3-5=(-107) 93 WEBS: 2x9 KDDF STAND 2-3=(-51) 32 3-9=( -7) 3 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 BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" D'- 0.0" -69/ 319V -19/ 97W 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -16/ 143V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" f fMAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4 -/ End vertical(s) are exposed to wind, Truss designed for wind loads TII in the plane of the truss only. 11 r 0 I 10 0 , el I 2 -<5 / o � M-3x4 M-1.5x3 1' l 1 3-03-12 0-03-12 Jo l y 1-00 3-07-08 -Sc(- PROpt <c, 89200PE 9r' JOB NAME : AMERICAN MODERN STEP 5-PLEX - L1 . Scale: 0.6296 • WARNINGS: .'4' `� �y. Bulkier OENERALNOTEb, uNeupon the aramete. 7 OREGON �� Truss: L1 contractor should ofaAGeneral Notes mladeapmpaeenbased only upanm.pesigneneme:ersand is endproranmewdual end Wamlrps before construction commences. building component.Applmadllly or design parameters and proper A 2.2x4 eomprcplon web bredng must be Installed where Moven e. Incorporation of component is the responelbiey of the building designer. /^" _7 Ay ^!4 3.Addironel temporary bracing le insure stability during conelrodlun 2.Design assumes the top and bottom Mottle Ie be laterally braced et V I 'I(�, '(„V�s� Is the responsibility of Me ereBor.Addglonal permanent bracing of T o a and at 70 a.e.napedNely unless breed throughout their length by /��yyy���...,,, �'^ DATE: 6/2 7/2 016 the overall structure la the roaponsibMAy of the building designer. continuous aheelhing sueh as pywood sheet ing(TC)and/or drywaNBC). "gen Ui I r 3.2x loped bridging or lateral bracing required where Moven e e J"7 L S EQ.: K21162 0 3 4.No load should be apgled to any component until after all bredng and 4.Instagegon of truss le the responsibiity of the respectbe cordrador, fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are te be used in a non-corrosive environment, TRANS ID: LINK deaignloadsbeapplied to any component, end are for"dry condition"of use. 5.CompuTrne hes no control over end assumes no responsibility for the B.Design eeeamee fug bearing at ellsupports shown.Shim or wedge If EXPIRES: 12/31/2017 febtlulbn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. June 27 2 s 6.This design is furnished subject to the limitations set forth by 6,Plates shall be located on both feces of buss,and placed so their center TPDWICA in SCSI,copies of which MN be famished upon request. lines coincide oHs joint<enter lines. MiTek USA,Inc./Com uTrus Sollware 7.6.7 1 L E 9.Digits indicate We of plate in Inches. p ( (. 10.For beak 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 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-96) 20 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 PDF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -66/ 321V 0/ 47H 5.50" 0.51 KDDF ( 625) 3'- 9.7" 0/ 92V 0/ OH 5.50" 0.07 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -38/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00D. 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, lf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. 0 I ro 0 1 _ - / o - M-3x4 l l l 1-00 3-07-08 'PROVIDE FULL BEARING;Jts:2,9,3 I 4\0)5,U ('(y R Q�,.-�.0 c;\ ‹NGtNE v©2 `rte 89200PE 91' JOB NAME : AMERICAN MODERN STEP 5-PLEX - L2Scale: 0.8761 /�� WARNINGS: GENERAL NOTES, unless otherwise noted: - ,..y OREGON 4/ 1.Builder and erection contractor should be advised old General Noted 1.This design la based set.onAly upon nthe y of arrdeaign parameters rs shown end is for an d proper individual 1/ OR G O � dc Truss: L 2 and Warnings before construction commences. Incorporation or component is ON respanaba N or the building designer. 2.204 compression web bracing must be installed where Moven«. 2.Design assumes the top end bottom chorda to be IeterebN braced et ''O •1 Y 1.4 + 3.Additional temporary bracing to Insure stability during construction T o c and at 70 a.c.respectively unless braced thraughoul their length by is Me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). 446"R RI L"" DATE: 6/27/2016 the overab structure Is the aponabpny N ,building designer. 3. 'mead bridging or Ward bracing required where shown«« SEQ.: K21162 0 4 4.No bto ad should be applied to any componena nt until after all bradngInstallation end 4.Installation of toss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes tosses are to be used Ira non-oormsroe environment, and are for"dry condition"of use. TRANS I D: LINK easter loads be applied to any wmponeH s.compoTnd has no control over dna assumes no responsibility for the 6.Design assumes full bearing at aft supports shown.Shim or wedge If EXPIRES: 12/31/21317 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is podded. June 27,2016 8.This design is furnished cabled to the limitations set forth by 8.Plates shall be located on both faces of buss.and placed so their center TPBW9CA in SCSI.copies of which will be furnished upon request. 9.lineDigits oinelde la with Nint or pletenterl Ones. Inches. MiTek USA,Inc.JCompuTrus Software 7.6.7(1L)-E In.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'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1sBTR 1-2=( 0) 36 2-5=(-34) 37 3-5=(-163) 128 WEBS: 209 KDDF STAND SPACED 29.0" O.C. 2-3=(-70) 50 3-9=( -7) 3 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 BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 370V -20/ 69H 5.50" 0.59 KDDF ( 625). LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -25/ 216V 0/ OH 5.50" 0.34 ROOF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OND. 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/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.097" @ 2'- 8.6" Allowed = 0.928" 5-00-09 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, LETruss designed for wind loads in the plane of the truss only. 0 -...1111111111111111111111111111111111111111 . 0 I N u) L.r I r fn 1 m Al 0 of 2 5 / M-3x4 M-1.5x3 J• l y 5-00-04 0-03-12 J• y y 1-00 5-04 4-V PROP ioe ��5 NGiNt~LcR ♦0 c�, 'L 892O0PE fir` JOB NAME : AMERICAN MODERN STEP 5-PLEX - L3 ��^ Scale: 0.5852 �J�` WARNINGS: GENERAL NOTES, r` "'� - amo unteop on MIE parameters shown and Is bran individual (� and Uhmings before construction commences building component.Appllabllny of design panmelen and proper 2.204 compraesion web bracing must be Inslalktl where sheen*. 148 Oh Oc Incorporation of component is the responsibefy Who building designer. it{_ Y p} �1 3.Addslonal temporary bracing to Insure stability during construction 2.Design saint the tap and bottom chords to be laterallybraced at � ( 'f(I; rr,,,V �'" Is the responsibility of the erector.Additional permanent bracing of 7 o.a end al l0 o.c.reapedwely unless braced throughout(heir length by 1 + the overall.trudurelatharecontinuoussheathing such aspryaacdaheethmg(Tc)and/or dryvn8(Sc). 4 RIL�" DATE: 6/27/2016 eponslbrpy of the building design,. 3.24 Impact bridging or lateral bracing required where shown** SEQ.: K21162 0 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes busses ere to be used in a numcorrosive environment, TRANS ID: LINK design bads be applied to any component. and Sr.for"thy condition"of use. 5.CompuTrue hes no control over and assumes no responsibility for the B.Design/resumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112017 fabrication,handling,shipment end Installation of components. 7.Dec ssagra ass umes ate drainage is provided. 8.Thlsdesign bWmishedsubject bthe limiationsset forth by 8.Plates shalbebaateduonboth faces oftruss,and placed so their center June 27,2016 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Nick USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311.ESR-t 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-20) 22 3-5=(-96) 82 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-2-3=(-50) 27 WEBS: 2x4 KDDF STAND 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) 0'- 0.0" -72/ 308V -12/ 42H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -13/ 128V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-00-04 0-03-12 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.6" Allowed = 0.145" / 1 ' .( MAX TC PANEL TL DEFL = -0.007" @ 1'- 8.6" Allowed = 0.217" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" 9.00 MAXD HORIZ. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. 0 I ut 0 I inro 11111111111111II 1 2 �5 o M-3x4 M-1.5x3 y 1 l 3-00-04 0-03-12 1 l l 1-00 3-04 , , .'0 PR OAFS 89200PE. r JOB NAME : AMERICAN MODERN STEP 5-PLEX - L4 Scale: 0.6472 All,WARNINGS: GENERALNOTES, uniessotherwhenoted Vi r e%iN ^� 1.Builder and erection contractor should be advised of all General Notes 1.The design Is based only upon the parameters shown and Is for an individual VV v Truss: L 4 and Warntis balers construction commencers building component.Applicability of design parameters and proper �r //// 9-i° 2.204 compression web brsdng must be Installed where Mown+. Incorporation of component la the rosponstbWgy of the building designer. j.. -iv A. V T 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords la be laterally braced et "4/ Y Is the re nalbllry of the erector.Additional Sent bredng of 2 o.ntl ash et ea c.chin feud, ply wood braced throughout melt lenge by 7"R 11110- yo perms comc.and sheathing such asplywood unless Maaced thrC)ashler air len thio . - DATE: 6/27/2016 ase overall struchee Is the responsibility of the building designer. 3.20 loped bridging or lateral bredng required where Mown+« 4.No bad M should be applied to any component until after all bradng end 4.Installation of truss la the responsibility of the respecttve contractor. SEQ.: K2116 2 0 6 fasteners are complete and at no time should any loads greater nen 5.Design assumes trusses are to be used In a non-corrosive environment. assign bade be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.compulashasnoliedtotoverendonent.snoreaponsimlgyforn. 8.Desiignnassumes fugbearing atailsupports Mown.Shim orsedge If EXPIRES: 12/3112017 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage h provided. June 27,2016 8.Thio design Is furnished sub)ed to the limitations set forth by 8.Plates shag be basted on both faces of Was,and placed so their center TPbWICA In SCSI.copies of which will be furnished upon request. 9.lees coincide incidte with Joint oplate in inches. es. llin MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1e.For basic connector plate design values see ESR-1311.ESR-1988(MUTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 2-3= 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( ) WEBS: 2x4 KDDF STAND (- ) 64 LOADING 3-4=( -7) 3 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 BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 6811 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 '1' 't 'f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, ' Truss designed for wind loads I in the plane of the truss only. ut ti N O N N 1: rn 1 dig_ 1 2 ��5 o M-3x4 M-1.5x3 l l l 5-05-04 0-03-12 . . y 1-00 5-09 PR Xc<, O----- ,,yr, 6' -31 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - P140",,,,/ Scale: 0.5715 It WARNINGS: O.m:s ela NOTES, unlessyuneMae ramete 7. OF E GONI �1.4, Truss: P 1 Builder and s beret contractor en ee be advised Mall General Notes designoilla based only upon the parameters shown and Is for an individual 41 14 and Warnings before conelrualon commence°. building camponeM Applicability of design parameters and proper A 2.2x1 compression web brad.;must be Installed where shown«. Incorporation or component k the responsibility of the building designer. �/� -'7 2= " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be lelenlly braced al 14 •(, Is the reaponstbSRy of me erector.Additional permanent bracing of T o.c.end°170'o.c,rsepsaNsty unless bread throughout their langur by 111 -6, �s � IV,- DATE: Taii 6/27/2016 the overall structure is IM responsibility I the bulWl deal her. continuous sheathing such as plywood aheathIng(TC)aiWor drywal(BC). 11 a ng 6 3.2a Impact bridging or Pter.l bracing required where shown«« SEQ.: K2 1162 0 7 4.No load should be applied to any component until ager an bracing and 4.Installation or truss Is the responsibility of the reepectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used In a nunoorresNe environment, TRANS I D: LINK design bads be applied to any component. and ere for"dry condition'of use, 5.Cempulrus has no control over and assumes no responsibility for the 6.Design assumes fuN bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 °°°°ry' fabrication,handling,shipment end installation of components.components. 7.Sedge assumes adequate drainage is provided. 6.Thio design is famished subjoa to the limitations set forthby R Plates ghee be located on both faces of truss,and plao°d so their center June 27,2018 TPVWTCA In BCSI,copies of which veil be furnished upon request. lines coincide with joint center goes. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompaTfus Software 7.6.7(1L)-E 10.For beak connector plate design values sea ESR-131f,ESR-7933(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-39) 37 3-5=(-162) 125 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-66) 98 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 371V -20/ 62H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -24/ 215V 0/ OH 5.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "cc 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.098" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 f 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 D Design conforms to main n windforce-resisting system and componentsand cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, S Truss designed for wind loads = in the plane of the truss only. 0 0 I N II In 1 1 I 2► 5 0 M-3x4 M-1.5x3 y 1 5-00-04 0-03-12 y l J. 1-00 5-04 �� O PR°Ftss `r�89200PE rJOB NAME : AMERICAN MODERN STEP 5-PLEX - L5 Scale: 0.5852 moo rr. 1.caldera GENERALltd.design is NOTES, uMeupon the par tweed 7/..... ? OREGON �illil JarI , t.an W and s before mntnctor should be advised or al General Notes 1.This building co is based only upon the parameters shownmeter and Is for an individual i� mad Truss: L rJ and Warnings before tonatruclbn commence.. budding camp orient.Applicability Is cl design parameter and proper �/ �� 2.2s4 compression web bracing must be installed where shown«. Incorporation of component la tM responsibility of the budding designer. <0 "7 A 'V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced se �/ '1' Is the responslNdty of the erector.Additional permanent bracing of 2'nein and at ea o c rsuch a vply unless braced through d/their bngth by fi RIO- DATE: mo.c.an s t 10'oing such thein unless sheathing(TC)brced throughout and/or tlrywe length b 6/27/2016 the overall structure M the reaponslbAdy&the building designer. 3.2a Impact bridging or lateral bracing required where shown«« 4.No bad should ba applied to any component until after all bracing and 4.Installation of truss la the reaponsiblily of the respective contractor. SEQ.: K21162 0 8 fasteners are oompiate and at no time should any roads greater man 5.Design assumes trusses are to bs used m a rwncorreehe environment. TRANS ID: LINK design bads be applied to any component. and ere for^dry full of as a. y 5.CompuTrus has no control over and assume,no responsibility for the 8.Design eswmes NA bearing at all wppons Mown.Shim Sr wedge If EXPIRES. 12/31/2017. /abrcation,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. [� June 27,2016 8.This design b fumla hod stied to the limitations set forth by 8.Plates ehai be located on both faces of truss,and placed w their center TP WOfCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate Mae of plate in Inches. MiTek USA Ina./CompuTrus Software 7.6.7)1L)-E to.For basic connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 I BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-76) 64 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BEG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 I 1 f MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, g Truss designed for wind loads in the plane of the truss only. -....1111111111111111111111111111111111111111 Lr) 1 N O I N N rlI I 1 rn 2 5 0 M-3x4 M-1.5x3 1 l )' 5-05-04 0-03-12 J• l l 1-00 5-09 #\,�c) PROF 37 89200PEC6oGINEk- /0 v.- JOB JOB NAME : AMERICAN MODERN STEP 5-PLEX - P2 Scale: 0.5715 /}.� W 8. 1. CV L.0L ise Builder . on condrutontractor snoatlbencelaed of aN General Notes 1.buildesignIpnebased.optyupon y o p sparameters and leofor en hxgvtlal w and Wamlipa before construabn commences. building component.Applicability of design parameter aha proper r 2.2x4 eompre Won web bracing mud be installed where shown.. incorporation of amponent lathe roaponsibll8y of the building designer. .r - q� 2 3.Addllonal temporary bracing to insure stability during vonslroalon • 2.Design not I I'the tap and bottom chords to be laterally brewed et S/ 14 Is the responsibility of the erector.Additional permanent bracing of 2 o.c end et 10 c.c.respectNey unless braced throughout their length by ` R. L\_ DATE: 6/27/2016 the overall structure is the responsibility of the building designer. 2xImpscontinuous sheathing r such as pywootl required et where s ownandf4 tlrywaA(SC). 3.In Impact bodging is the pracing ity of the wipe tivewn.. SEQ.: K2116209 4.NobadMoeldc be mapeiantoonoseeuntil loadall gbracinhentl 4.Design esigneeof umestrIsesaretob seofthero•pectNe eviror. fastanera are complete and et no time should any loads greeter than 5.e n are assumes trusses are toes used In a non<orroews environment, TRANS ID: LINK design loads be•pgledtoany<omponem. .m.rorordryananion^mn.e. 6.CompoTrus has no control over end assumes no reepondblty for the 6.Design assumes full bearing ai cop supports Shawn.Shim or wedge Ir EXPIRES: 12/31/2017 fabrication,handling,shipment end lestelietlon of components. 7.Design mummssumes adequate drainage le provided. June.2/,2016 6.This design is furnished subha to the limitations set forth by 8.Plates shall be bated on both faces of truss,end placed so their center TPWJTCA in SCSI.copies of which will be furnished upon request. Anes coincide with Joint anter Imes. MITek USA,Inc./CompuTrus Software 7.6.7(1L)E 1U For Digitsbasic lNlaconenectooW l drnvalues design Indies,etas sse ESR-7317,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-144) 117 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-62) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 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 PIF 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" 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) 9'- 9.0" -22/ 191V 0/ OH 5.50" 0.31 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ir OND. 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.244" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.025" @ 2'- 5.1" Allowed = 0.366" f .r T MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical).) are exposed to wind, Truss designed for wind loads in the plane of the truss only. "+ 0 I .-I tit I m li o 1 -/ II 2 � 5 0 -3x9 M-1.5x3 J y l ), 4-05-04 0-03-12 l l 1-00 4-09 1'yRO 44.1 4' 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - P3 ,471011141 /"��'110<e'"*. "."--7.... Scale: 0.6038 A.e WARNINGS: GENERAL NOdesign is, untess open the se parameters 7I OREGON fai 1.and w and erection wmrador mould be ncelaed or all General Notes 1.This design le neat.only upon the p deign ra shown and b for an individual V/1-1G4'7 V R V ,. Truss: P3 and Warnings heron construction cammencas, budding component.App neblllhy of design parameters and proper +� 2.2a4 compression web bracing must be installed where.hovm.. Incorporation or component la m.responsibility Orme building designer. /Q 'QY 14 Ze15V'*�" +. S.Additional temporary bracing to insure stability dud's construction 2.Design assumes IN the top end bottom chores to be laterally braced et v b the responsib8 f the erector.Additionalpermanent bracing of 7 continuous and at ea hin.rsuch es pty tine s braced(TC)a dl their dry ssff)B by 41�R R I O- ry o g o.c.and t 10'Esg such as ply unless s based throughout and/or drywafl length b DATE: 6/27/2016 the overall structure Is me r..ponabdity or the building designer. 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K2 1162 10 - 4.No bad Mould be applied to eny component until after all bracing and 5.4.DesignRion oftrues is the responsibility sibbe il leryya m.e�respective c.spot. fasteners are complete and at no time should any loads greater than TRANS I D" LINK design bads be tippled to any component. and are for"dry conditionof use. " 8.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NA bearing at al suppods shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication,handling,shipment and lnetellalbn of components. 7,Design assumes adequate drainage Is provided June 27,2016 6.This design is furnished subject to the RmBations set forth by 8.Plates shall be located on both faces of true.,and pieced so their center TPWVrCA in BCSI,espies of winch odd be furnished upon request. Rnes coincide with joint center lines. 9.Digits indicate alis of plats In inches. MiTek USA lnc./CompuTrus Software 7.6.7(1L}E 10.For basis connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System AlGeneral Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury ralMDimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 TOP CHORDS 3 diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q 1/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIIIMME a bracing should be considered. _ O2 O 3. Never exceed the design loading shown and never r O li1111,211t � U stack materials on lnadequatey braced trusses. a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O cr-e cb-� C5-6 O� designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-iiia. from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - 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. hallUnlesnot exces ed moisturese noted, .lumber ed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the I 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 bysymbol shown and/or SYP represents values as published specified. i� Y 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. Mill0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. 19. w portongro ,wdes is not sufficient. i SDesign Standard fornBracing. e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013