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Plans (47) Ir 11 T'o ski)/23-A •1, $�1y y S 'F._m it p ,—, mo— .L. �-M ,aw: anx. . FEBmile 2 5 2U14 iY : t R I\,1iTek - t k i ___— __._ _�___. _. Y✓a tk 4...�..i' of M til iZ S 0 14 • MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-358_UP_H Fax 916/676-1909 3410 BD The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43066372 thru R43066375 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. e PRQ1 ' & OAGINEE.� 10 w 4t. 879 2PE !9 (1) cy Iv 7 4i, OREGON na 40 "P -4(`4,1SER AN 4) '- A. HA EXPIRES:06/30/2015 October 21,2014 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 ANSI/TPI 1. w Job Truss Truss Type Qty Ply Sato BD R43066372 PL14-358_UP H P02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 21 09:48:02 2014 Page 1 ID:s3crybS6SJgMSM25m Dy9giZ-Y4VoF1fhtF4jADoPf4d0_Xpc0TdwxebviXcjY9yRCAx 0-M0 1-2-0 7=14 Scale=1:40.5 4x4= 2x4 11 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 { l� ol 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6= 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6= 3x4 3x6 SP= 3x5= 17-7-2 16-5-2 1 -0-21 1 23-9-0 16-5-2 b-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)-- 118:0-1-8,Ednel.x29:0-1-8,Edoel,[30:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4 (min.0-1-8),39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=-4583/0,15-16=-4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/4222,3435=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=-1183/0,2-38=0/1068,438=-952/0,4-37=0/846, 6-37=-730/0,6-36=0/625,8-36=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,2426=-1187/0,2427=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �_O PR ores 3)Refer to girder(s)for truss to truss connections. �fiN�"i E�.g cfQ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. <05)Required 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. 870 2P E. LOAD CASE(S) Standard N M <C‘4!). ..410, REGO (1'5:5 �✓ - BER 4\ P��` A. HRS EXPIRES:06/30/2015 October 21,2014 it ' A own-Vedfjrtesiyn;:asame tors anri READ MIS OWE AND I+U.tSED NITER REFERENCE PAGE Nrt.7473 sec 1/25/2SI08FONEtiSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ■�T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �Tek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYIMYI 4 R. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl QuaMy Crlteda,DSB-89 and SCSI Bonding Component 7777 Greenback Lane,Suite 109 1Safely 1 Southern e available)lumber isfrom Truss Plate desugns mattes tsues.Lee tStreet,e Suet 06/05 f2013 by 22314. Citrus Heights,CA,95610 w i Job Truss Truss Type Qty Ply 3410 BD PL14-358_UP_H F04 FLOOR 3 1 R43066373 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 09:4&03 2014 Page 1 ID:s3c ybS6sJgMSM2Sm_Dy9giZ-1G3ASNfJeZDanNNbCoBFXIMsot2xg8g3xBLG4cyRCAw 0-10-0 I 1-2-0 I i X3131 2-6-0 I 1 1-2-0 1 1 1-3-7 I Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 V. e-e. • e / N -: eIN . 17 16 15 e 13 12� 11 10 1.5x3 II 1.5x3 II L� 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = 3-0-0 I 11-4-12 3-0-0 8-4-12 f Plate Offsets(X,Y)— 12:0-1-8,Edoef,f3:0-1-8,Edoe1.f7:0-1-8,Edge),f8:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8 (min.0-1-8),17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard c,"\�'Rt[� PR QNs �Sc� 44, � I fp 2 4t. .87022PE �r > 7 �'0j, OREG N rye' 41 A. HON EXPIRES:06/30/2015 October 21,2014 a f A WARNI4 Vedfgrdeskgn pararrsstrs sod READ l WES ON TH;S AM1/M2t&EE(HPTER'REFERENCE 71407 NU 7413 mc.1,129/201$BEMU Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not Truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a t� a +. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �}j� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. tfSmall ern.Pine f5P}lumbar is cifisd,tha.Uesd; tvstu s am*6 samm!t•stlea 06001/2013 byh SC Citrus Heights.CA,95610 t Job Truss Truss Type Qty Ply 3410 BD R43066374 PL14-358_UP_H F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oc121 09:48:04 2014 Page 1 IDs3crrybS6sJgMSM2Sm_Dy9giZ-VSdZgjgxPIRPXynmVfU3yv_ZHGiPZuCAr5gc2yRCAv 11-0-0 I P"y.6II 1-2-0 I IL7-141 Scale:3/8"=1' -- 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 / ® _ e /-\� : / N / Ne,/ No/ Ne/a ���e� \ o �e v a e 19 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 I 11,4-14 '10-7-090-7-0 I 16-1-14 11-4-14 Plate Offsets(X,Y)-- 112:0-1-8,Edgel.123:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 30=818/Mechanical,20=818/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=-1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=406/0,2-30=-1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �Rt0 PR OF6. LOAD CASE(S) Standard � � fi� (�E slp�'9 870 2P'E 1 A y �Aj,OREGO f� 14/ 48ER1\ P� S A. HEp' . EXPIRES:06/372015 October 21,2014 4 ®WARN%.Verity desigra pararnerus and READ M7ESONMUNE 1/CLLSEDMIMIC TEFEEM7PAGE HZU 7473mt.S/Z4/2C48L,Eal REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. billi Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek"erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bufdtng Component 7777 Greenback Lane,Suite 109 Safety InformaHon#Soul ern Parse f5ptvtaanher tr spec itle4 the ns}desigenulsues are Those Street,.fe'dfastint OG/01f2G13 tra SC 4. CiWs Heights CA.95610 Of Job Truss Truss Type Qty Ply 3410 BD R43066375 PL14-358_UP_H F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 21 09:48:05 2014 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9g1Z-zfBxt3hZAATHI hX_KCAjcAR9sgjr8_cMPVgN8UyRCAu 1 2-6-0 1)-6-131 1 1-2-0 I I 1-9-11 I 10-8-0 1 Scale=1:30.6 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 3x4 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ _ w 1 15 14 13 11 3x4= 3x4= 3x4= 3x8= 3x8= 3x5= 4-5-13 I 3-3-13 _10-131 I 14-2-0 17-7-0 3-3-13 0.7-0 0.7-0 9-8-3 1 3-5-0 Plate Offsets(X,Y)— 114:0-1-8,Edget,f15:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.11 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.19 13-14 >883 360 BCLL 0.0 Rep Stress lncr YES WB 0.59 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=505/0-5-8 (min.0-1-8),11=315/Mechanical,12=1345/0-5-8 (min.0-1-8) Max Upliftl 1=-415(LC 3) Max Gray 16=507(LC 3),11=15(LC 4),12=1345(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1253/0,3-4=-1253/0,4-5=-1253/0,5-6=-1040/0,6-7=-1040/0,7-8=0/1459, 8-9=0/1453 BOT CHORD 15-16=0/1030,14-15=0/1253,13-14=0/1409,11-12=-1078/0 WEBS 3-15=-377/0,2-16=-1112/0,2-15=0/547,7-12=-1622/0,7-13=0/1057,5-13=-404/0, 9-11=0/1163,9-12=-730/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��� NE C.)re 44 Q 87022P1` r- „ a N 7 '0�,,, ORGONn QOM CD ER V., S A. HO; EXPIRES:06/30/2015 October 21,2014 a e A WA N7:S`-Verity dxvigx;,ararnefcrs as.ri READ ACME GM THIS ASS£ThSED N.7€Y w€8€515 PAGE MIS-7473 ma,1129/20 64SERlffEU USE imui—_ Design valid for use only with MiTek connectors.ThB design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the . -- ---- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,951310 It Southern PisetSp)tanataav K .thsedesign values aye theta aeon:aae 126/011/201.0 toyA:SC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rDimensions are in ft-in-sixteenths. "Ilk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/T 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I M —IONIEbracing should be considered. _ !,,,_ 3. Never exceed the design loading shown and never FipU te, � stack materials on inadequately braced trusses. n aimi4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O c�` c' cs v Or designer,erection supervisor,property owner and plates 0 ''i from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber P 4 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 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 ff.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. .- reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MR 11111 ►� 11111 18.Use of green or treated lumber may pose unacceptable 1.---_m4environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. "Telt" 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.01/29/2013 • r q: 5"4, P ,, t1 s s Ld. J {" ,e"a•--" ©X CONFORMS TO DESIGN CONCEPT 34'-0" ©CONFORMS TO DESIGN CONCEPT WITH L 1/ 'lrl REVISIONS NOTED F E.1-2); 'Id 3 (-U") 0 NON-CONFORMING—REVISE&RESUBMIT THIS SNS DRAWSO.HAS SEEN REVIEWED FOR GENERA..COS/WOW/CE WITH F/ESY31 COKE?'" (;NL': ASS) DC£' `K:T RELIEVE TAG '°" T i* .A?$CSTOP.NERAOR✓RESPO OS:BIUiF'FOR NFORMkt.CE WITH DESGN: 4 , ° 4 DRAWINGS.SPECIFICATIONS.AND APP_CA6=CODER ALL OF WINCH HAVE r;'R2RYOVER PAS SHOP DRAWING s By David R Burnett Date 10/24/14 MILP 4 . - r —t--r ARCHITECTS ® CON'ORI S TO DESIGN CONCEPT t ---- 11] CON'ORN S TO DESIGN CONCEPT YETI. REVISIOA S AS SHOWN , __ ____ v/4:z/ El NON'COti ORMING-REVISE AND RES JBMIT THIS SHOP DRIB HAS BEEN RE4i EVS:O FOR GENERAL CNFOREANCE V WITH THE DEKM CA KEPT ONLY AND DOES NOT RELIE'V'E THE FABRICATOR/VENOM.OF RESPONSIBILITY FOR CONFORNANC=WITH THE ...._.__ ._ _ .._ .-____ - SIGN DRAWS Iw A SPECIFICATIONS ALL OF BHICH HZE PRIORITY C3 (6) CiER THIS SH)P D*4INO. TRACTOR SHALL VERIFY A.L CIME§3I'ONS. --- -- -- V By: Todd I.Eaton Date:October 30,2014 CT ENGINEERING INC b 6:12 ,q it C2(11) — Act - 22 - al 2 @1 - .;_ - ��-� ,� , to le / ..-- l9� 6:12 --- 6:'2 14 GARAGE • 6.12 -, - ch _._ D2 (5 4 4 D1 ___t__1._ VERIFY PORCH SPAN 13'-61/2' 4 14'-9' -I 1 22'-6" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 10/23/14PL"USSSSCALCULATIONS° EAND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DIGNER/EN IN ALLRF FURTHER II� � ���b 3410-B INFORMATION.BUILDING ESPONSIBLEF FOR ON RECORD PLAN: DRAWN BY.' REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS I TO TRUSS CONNECTIONS.BUILDING 3410-B NH / B-NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & T US SCOMPANY ?, DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 ®CONFORMS TO DESIGN CONCEPT 7•r� REVISIONMS TO S NOTED CONCEPT WITH 7 I- J 1 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWl/IS HAS BEEN REOEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELEVE THE FABRICATOR/VENOM OF RESPCNSIBILI„FOR CONFORMANCE WITH DESIGN DRAWINGS.SPECIFICAT:IO1IO.AFC APPI.ICA:LE CORES,ALL OF MICH:AVE PRIORITY OVER THIS SHOP DRAWBIG By David R Burnett Date 10/24/14 MILBRANDT ARCHITECTS , a —►—r ® CON'GO S TO DESIGN CONCEPT ❑ CON'OD'S TO DESIGN CONCEPT WITH REVIrIOI<S AS SHOWN • IID NON CONFORMING-REMISE AND REST iMIT THIS SHOP CAVING HAS BEEN REVIEWED FOR GENERAL CONI ORM-tICE WITH DIE}ES'SH CI NCEPT:ONLY AND DOES NOT •:.-,•TI- 1 •• FABRICATOR+Y:NCCR OF RESPONSIBILITY FOR CONFORMANCE WITH THE - I __ __ - .__ _ - __ ____- -_ DESIGN SHA'WIIGS AID SPECIFIC TISNO ALL OF MICH HAW PRIORITY �6 OVER THIS SIA:P DF:/BINS. CONTRACTOR SHALL VERIFY All DIMENSIONS. 1K Date:Octobe•30,2014 By: Todd I.Ea on CT ENGINEERING INC — 0 —.-1312�T _ c 8:12 ta id C2(11) Ia _.... 1 K .r�ij lal:��l T i t 'i? In —ILII EMI II■■■1i , §Bo12 GARAGE s•12- - tr ' (5) b •D1 r VERFYPORCMIFMN k, 13'-81/2' I I- 14'-r I I 22-6" a CD Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 10/23/14 TRUSS CALCULATIONS AND STRUCTURAL PROJECT TITLE: REVISION-I: DRAWINGS ENGINEERED ALL FURTHER 3410-B INFORMATION.BUILDING DESIGNER/ENGINEER ORECORD pacii FtI`?. umber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNEFUENGINEER OF RECORD TO T 3410-B NH / B-N H CHECKED BY: REVIEW AND APPROVE OF ALL & T R U S COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Job Transmittal MiTek USA, Inc. UN VIIIHI II IIllIIIID U 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 410946 TO: PACIFIC LUMBER & TRUSS DATE: 10/23/2014 AU: Bob Cairns Drawings Repairs Sequence #1s Description 13 0 6094789-6094801 3410-B1 -3410-B Transmittal Notes: Design Notes: FTP:414946.zip 10/23/2014 1:52:55 PM Page 1 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" 'COND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing, TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designedfor wind loads o REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-04-08 7-04-08 T 12 12 6.00 TIM-4x4 Q 6,00 3 0 0 a 0 v a 4 Mo o .4. a� gilIIII o 0 s— M-3x4 M-3x4 y 1, y y 1-00 14-09 1-00 v't0 P R Ore JOB NAME : 3410-B - Al Scale: 0.4994 �`� la'G, N c3'/9 WARNINGS: GENERAL NOTES,unless otherwise noted: PrY 1' ; .tttw���rrr"��� I/r-t c- IP 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 � •r E it Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper e 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterahout their length by braced at , such a P. DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON fz CC 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. W SEQ. : 6094789 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1.� p A.. design beds be appied to any component. Design gne fsr"dry condition"g use. 7 1 4 TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if Q � iIP � fabrication,handIn shipment and installation of components. ry• C R R I t,•i. 9, P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III IIII VIII 11111 Ill IIII(IIII III TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincideictwith jointaIn nche. . 9.Digits ni dsize of plateeto inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/2015 4 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 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) 50 2.6=(•30) 565 6-3=(0) 343 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C, 2-3 (-748)13139 6. 4=(-30) 565 WEBS: 2x4 KDDF STAND 3.4= TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( 0) 50 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 9.0" 118/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'• 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'• 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" 7-04-08 7-04-08 MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" T T NOTE:Design assumes moisture content does 12 12 not exceed 199s at time of manufacture. 6.00 D M-44 'm 6.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. ' Wind: 140 mph h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. th O CO 0 v CO OSI M OBJ`- •,, Z O O 6 �, de O M-3x4 M-1.5x3 M-3x4 1, y y 7-04-08 y y 7-04-08 1-00 14-09 y y 1-00 JOB NAME : 3410-B - A2 oto PR04. Scale: 0.3994 Cr�\C,��,n J NE'p, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: p 4 I/]i{y 1-. 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 �• 1"92 0 i PE i`� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J� DATE: 10/23/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / err law. Po ty 9 3.2x Impact bridging or lateral bracing where shown++ wit 4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibiNty of the respective contractor. OREGON 4C/ SEQ. : 6094790 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� �f design loads be appled to any component and are for"dry condition"of use. 4�ly` �. TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 ,Q. ��^ fabdcatlon,handMng,shipment and installation of components. necessary. ",y 6.This design Is furnished subject to the limitations set forth 7.Designlasassumes adequateatedon bothdthiface is ptrussa. t», }s V 1111111 Ell 11111 11111 1111111111 11111111111 by 6 Platesshag be located faces of truss,and placed so their center 4 TPINVTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.FForr9. lts basic connectorcate size oplatele In inches. design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 1E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 WOOF #1&BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9. 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR 0'- 0.0' -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL SLOPED TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5' -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" Connector plate prefix designators: MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" MAX HORIZ. TL DEFL = 0.011' @ 14'- 8.4" NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11-03 11-03 T f .( Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-04-083-10-08 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, =M-4x4+ Truss designed for wind loads / 12 4 12 in the plane of the truss only. 6.00 D 6'00 Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. M-4x6 R::e to CompuTrus gable end detail for cte specifications, 04 r- O O T2 V7 a A- 8 M-3x4 M-1.5x3 7M-3x4 M-5x6+ O M-3x4+ J, ), y y 7-04-08 6-11 8-02-08 * * * y 1-00 22-06 1-00 �cO PRO, JOB NAME : 3410-B - B1 J��^'',s' ' Scale: 0.2707 451 .�0/://1! �(* WARNINGS: GENERAL NOTES,unless otherwise noted: / p C 1" 0 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 C' T 92••! E 1- Truss: - Truss: I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilitydud construction 2.Design assumes the top and bottom chords to be laterally braced at �+ Po rY n9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „,, f�� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 10/23/2014 the overaN structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ~ ORECaON f1'� 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. "'� rJ SEQ. : 6094791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /� 1. o A. design loads be applied to any component. and are for"dry condition"of use. F 1 4 i ID TRANS I D: 410946 5.CompuTrus has no controt over and assumes no responsibility for the 6.nDecesserygumes full bearing at all supports shown.Shim or wedge if R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR i t- 6.This design is furnished subject to the Nmnations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111011111111111 TPIANfCA in BCSI,copies of which will be furnished upon request. git coincideniatwith joint ate inr liche. . 9.Digitssndsize of plate in inches. n 12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 50 2- 8=(-230) 1294 3- 8=(-320) 225 BC: 2x4 KDDF k1&BTA SPACED 24.0" O.C. 2- 3=(•1542) 343 8- 9=(-105) 855 8- 4=(•113) 520 KD WEBS: 2x4 DF STAND 3. 4=(-1352) 346 9- 6=(•259) 1294 4- 9=(-113) 520 LOADING 4- 5=(-1352) 346 9- 5=(-320) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1542) 343 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 POE Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 6.0" -159/ 1059V 111/0/ EtOH 5.50" 1.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = 0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045' @ 14'- 9.8' Allowed = 1.079" MAX TL CREEP DEFL = -0.092" @ 14'- 9.8" Allowed = 1.439" MAX LL DEFL = 0.002" @ 23'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.019" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.032" @ 22'- 0.5" 11-03 11-03 T NOTE:Design assumes moisture content does 5-10-12 5-04-04 5-04-04 5-10-12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 6.00 - M 4X6 Q 6.00 system and components and cladding criteria. 4 0' Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), W load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 :1" M 1.5X3 N. 0 0 to co 0 CO 4 Mil 0 o A! 1J Rv 0 8 9 0 M-3x4 M-3x4 M-3x5(8) M-3x4 M-3x4 0 1, y 1, y 7-08-03 7-01-11 7-08-03 ), y 10-00 12-06 y y 1-00 22-06 ), ), 1-00 JOB NAME : 3410-6 - 62 Scale: 0.2461 X5..&0 v Eo �ssr� WARNINGS: GENERAL NOTES,unless otherwise noted: l�C:? /,0/(�/ tt-- -4"„ 2. 1.Builder and erection contractor should be advised ones General Notes 1.This design is based only upon the parameters shown and is for an Individual v 92 00 P E r Truss: 62 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such as8vey unless braced throughout their length by ,,r� =. 40.41.1°. DATE: 10/23/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)and/or drywall(BC). p° H g 3.2x Impact bridging or lateral bracing where shown++ It 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. jI SEQ. : 6094792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7. OREGON N. .. TRANS I D: 410946 design loads be applied to any component. and are for"dry condition"of use. j' -"/ �5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /. 1 k i 4 2P "�- fabrication,handling,shipment and installation of components. 7.necessary. p� v..6.This design Is furnished subject to the limitations set forth bys.Design assumes adequate drainage is provided. 4 ` i I IIII I I III VIII VIII II HEM III 8 Plates shall be located on beth faces of truss,and placed so their center y`E� TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Forr Forgits basiccate sizerplplate te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=) -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 SPACED 24.0" O.C. 1- 3=(-1488) 562 9.10=(-560) 1245 3.10=(-404) 337 2x6 KDDF #1&BTR Ti 2- 4=( 0) 0 10-11=(-378) 1306 4.10=(-175) 550 BC: 2x4 KDDF S1ANDR WEBS: 2x4 KDDF STAND LONDIOG 3- 4=)-1069) 431 11. 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=) 0) 2385- 6=(-1563) 484 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24°0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL SLOPED TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50' 0.47 KDDF ( 625) 11'- 11.5' -73/ 700V 0/ OH 143.50' 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.088" @ 22'- 9.0° Allowed = 1.439" M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022° @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 35-00 1-00 '( l' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1' Truss designed for wind loads 12 12 =M-4x4+ 12 in the plane of the truss only. 6.00 6,00 Q 6.00 Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for M-4X6 complete specifications. a M-3x6+ u, +� M-5x6(S) 00 0.25" d) co M "111/1 04 O v a rii 1.4.104 0 11 ,° 00 0 8 ?0.25" M-3x8 M-1.5x3 M-3x4 o M-3x5+ M-3x4 M-5x6(S) y ), 1, yy 5-10-12 17-04-12 5-04-04 5-04-04 y y y y 1-00 34-00 1-00 ftp PR opo,� JOB NAME : 3410-B - Cl Scale: 0.1786 `i% ll i,.g WARNINGS: GENERAL NOTES,unless otherwise noted: [l �� 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 r 92 ,0P E 1-- Truss: - end Warnings before construction commences. building component.Applicability of design parameters and proper ° T r u s S: C 1 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. /� 3.Additional temporarybracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ty 2'o.c.and at 15'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). t�. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A OREGON �f,`C 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. q_ ^V SEQ. : 6094793 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, G. -if _4 design loads be appled to any component. and are for"dry condition"of use. k 4 �. 8.Design assumes full bearing et all supports shown.shim or wedge if �y, TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the necessary. b p V fabrication,handing,shipment end Installation of component. 7.Design assumes adequate drainage Is provided. rl rt`L`"' 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 IIII VIII IIII IIII TPek U A in nc./ copies of which will be famished upon request. y linescoincide coin crate sizeofnt plate InrIliines. ches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 50 2-10=(-376) 2138 3.10=(-253) 175 BC: 2x4 KDDF kl&BTA SPACED 24.0" O.C. 2- 3=(-2510) 513 10.11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11.12=(•272) 1794 4-11=(-642) 235 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1611) 437 12- 8=(•398) 2138 11- 5=(-229) 1069 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11. 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12= -15) 446 OVERHANGS: 12.0" 12,0' TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 50 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing,' 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 LL DEFL = -0.114" @ 17'• 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0° Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'• 0.0" Allowed = 0.133° MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5° MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 NOTE:Design assumes moisture content does 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 not exceed 199 at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4°0" (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 5 load duration factor=l,6, M-5x6(S) M-5x6(S) inuss thedesiplaneed offor thewind trussoads only. 0.25" 3"1" 0"25" ag, /\ . .) 101/Ippr o +� M-15x3 o) C') 0 0 0 10 Iy 0 p r i' 0 M-4x4 M-3x4 0 12.25" M- 3x4 =M-4x4+ o M-5x8(S) (S) y y y ), y y 8-09-04 8-02-12 8-02-12 8-09-04 1-00 34-001.1- 000 JOB NAME : 3410-B - C2Sale: 0.1786 tis ,R,IsVaINEA,c. j*470 WARNINGS: GENERAL NOTES,unless otherwise noted: !„ /0/17/ 1P C2 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 !(J,2 0 0 PE 11 i"` Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / /t'J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by d/172.°•0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,„/�.�pn•. DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. t SEQ. : 6094794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S' ORN ( ,. TRANS I D: 410946 design loads be applied to any component. and are for"dry condition"of use. G� k 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / /:4 i ^�-^ fabrication,handling,shipment and Installation of components. necessary.6.This design is furnished subject to the Imitations set forth 7•Plates assumes caeduone dthinace is pprussed. � }y ` IN I III VIII VIII VIII IN VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center b�" TPI/VYfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 2- 3=(-2512) 511 11.12=(-254) 1794 11- 4=( -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13=) -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 440 13.15=) 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12.14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5.14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0° 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 50 14- 7=(-679) 153 Connector plate prefix designators: 7-16=( 0) 347 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS DO" -235/ACTIONS 1542V -188/ACT188H 5.50" 2.47N KDDFP(SPECIES) 34'- 0,0' -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 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 LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5' Allowed = 2.206" MAX LL DEFL = 0.002' @ 35'- 0.0' Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003° @ 35'- 0.0" Allowed = 0.133" '1 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 1212 NOTE:Design assumes moisture content does 6.00 1 " iIM-6x6 Q 6.00 not exceed 19% at time of manufacture. s6 Design conforms to main windforce-resisting rI� system and components and cladding criteria. • Wind: 140 mph, hv23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 444444 M-5X6(S)0.25" M-1.5X3 (All Heights),fEnclosed, CCat .2, Exp.B, MWFRS(Dir), .6, 10 Truss designed for wind loads in the plane of the truss only. 0.25" M-5x6(S) c' M-1.5x3 `� 0 O1 M-3x6 m M 3x8 o e w a 0 mESR r is 2XWEDGE 1 �: o a' o 12 13 15 4 M-3x4 M-5x8 • o o *M-4x4 0.25" M-5x8 M-1.5x3 0 0 M-5x6(S) M-5x8 M-1.5x4+M-1.5x4+ 3.75 - J, y y y y y y 12 y J, y 8-08-06 8-03-10 4-08-12 1- 1-12 3-10 4-10 2-05-08y 1-0Q 21-10-08 , y 9-08 y2-05-08), ) J, 22-10-08 1-00 11-01-08 34 00 1-00 0) PRQptr�c3' 1 00 scale: 0.1661 �GIN `' JOB NAME : 3410-B - C3 ��� � -? WARNINGS: GENERAL NOTES,unless otherwise noted: ����ffff c- 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 G1` '. OPE t"" Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Aggite1" 2.2z4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional tempora bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ry, 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 'Cr 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. q_ ^V SEQ. : 60947 95 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L+� I, N design loads be applied to any component and ere for"dry condition"of use. ,� 7 1 4 t}; A. 8.Design assumes full bearing at all supports shown.Shim or wedge if a TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the necessary. Ly RIO- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl r1.Y'"' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII Ill VIII Ell TPIAMfCA in BCS(,copies of which will be furnished upon request. 9 (Digits indicate cote sizencide with jointtlate In inches. lines.. CC p MiTekUSA,InC./CornpUTru3Snftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" 10OND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 420 PSF considered for this design. . Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc load duration fforowin.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 17-00 17-00 T 1' 11-04-10 5-07-06 5-07-06 11-04-10 12 HM-4x4 12 f 6.00 D Q 6,00 IIN M-3x5(S) M-3x5(S) l IIII r) C') 0 cn on lilli IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII cp 'I, 4 0 111\ o M 3x5(S) o M-3x4 M-3x4 y y y y 17-00 17-00 y 1-00 34-00 y y 1-00 JOB NAME : 3410-B - C4 Scale: 0.2407 <0�`` G n+�a�A`�/0WARNINGS: GENERAL NOTES,unless otherwise noted: ',�°. ./d/47/l7' l �+ 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 : !O9.`Gl`0�1 E " Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to Insure stability during construction r i0Oe 2.Design assumes the top and bottom chords to be laterally braced at .+'" DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(5C). R, DATE: 10/23/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 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. OREGON SEQ. : 60947 96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 3'L 4,f N. .. design loads be applied to any component. end are for"dry condition"of use. �i J''�. TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '^} -7 1 4 s.Q .4 b. fabrication,handling,shipment and installation of components. necessary. ng, 7.Design assumes adequate drainage Is provided. ryp +4 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r-t I IIIIII I III VIII VIII VIII IIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" OND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M,M2OCS8,18HS (16 no MiTekprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,MiBHS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 6-09-04 6-09-04 1212 6.00 M-4x4 Q 6.00 3 or o N O V 4 M el o/-- .4- o o /— O M-3x4 M-3x4 y y y 1-00 y 13-06-08 1-00 JOB NAME : 3410-B - D1 `�' Scale: 0.5322 �� p WARNINGS: GENERAL NOTES,unless otherwise noted: 107//7' 0 //7 ` 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual '!9 �r L- Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1 3.Additional temporary tracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Np DES. BY: EE is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless b aced throughout their length by l� p ftY P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P " DATE• 10/23/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ �G � QgN�iM �I� 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. ^V SEQ. : 6094797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1. design loads be applied to any component. end ere for"dry condition"of use. �::PIRE11:41112:1/2:5 J' 7.Q 4TRANS ID: 410946 5.CompuTrus has no control over and assumes no responsibility for the 8.�ecessa ssumes full bearing at all suppo is shown.Shim or wedge if I}y� 1 s fabrication,handling,shipment and installation of components, 7.Design sumes adequate drainage is provided. r1 - 6.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIIIIIIVIIIVIII VIII IIIIVIIIIIIIIIII TPek U Ain BCSI,copies of which w 11 be famished upon request. 9 lag is oincide with ate sizejoint plate inrilines..MiTek USA,Inc./CompuTrus Software rnishe1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 511 6D3/(0) 312 BC: 2x4 KDDF #1&BTR ,-3=( 0) 50 6.4=(-27) 6-3=(0) 312 SPACED 24.0' O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4.5=( 0) 50 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50' 1.09 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = Com uTrus, Inc 13'- 6,5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 MiTekpMT series 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100' MAX TL CREEP DEFL = •0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" 6-09-04 MAX HORIZ. TL DEFL = 0,008" @ 13'- 1,0" T 1'6-09-04 T NOTE:Design assumes moisture content does 12 12 not exceed 19N at time of manufacture. 6.001/ HM-4x4 's -.18.00 Design conforms to main windforce-resisting 3 ,i'---,( 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, Truss designed for wind loads 1,1 in the plane of the truss only. rn O CV O V oo O MO O 6 O O f- M-3x4 M-1.5x3 M-3x4 1, y y 6-09-04 6-09-04 y y y )- 1-00 13-06-08 1-00 - JOB NAME : 3410-B - D2 s �� Scale: Q.4197 �-9; R►v Q� h `si�,p WARNINGS: GENERAL NOTES,unless otherwise noted: 'JJ I�/faf/(1l 'Y1"' 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 4 . `92 0.PE 1- Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designee d 3.Additional temporary bracing to insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at .�^ AOMOMP DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DATE: 10/23/2014responsibilitybuilding g continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r'"�` ". the overall structure is the of the designer. 3.ar Impact bridging or lateral bracing where shown++ y �, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -. OREGON /,.;. SEQ. : 6094798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^<✓ design bads be applied to any component. and are for"dry condition"of use. r1 '4 TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /' ). 14, G.� t 4 fabrication,handing,shipment and installation of components. necessary. ry,`•. 7.Design assumes adequate drainage is provided. fy ry f V 6.This design Is famished subject to the Nmitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center r1 rl b upon lin s coincide with 1111111111111111111 M Te USA, ncTPI/WTCA in .ICompuTrus Software 7.6.6(I,copies of which will be 1 L)-E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MITek) int center fines. 9.Digits indicate size of late in inches. EXPIRES:12/31/2015 1111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-121) 84 5-6=(-102) 238 5-1=(-413) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-195) 46 6.3=( -53) 184 1.6=(-205) 370 WEBS: 2x4 KDDF STAND 3.4=( 0) 50 6-2=(-140) 333 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 SO.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0' -36/ 310V -118/ 48H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.0" -70/ 470V 0/ OH 5.50" 0.75 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ 8'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 8'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.107" @ 4'- 1.7' Allowed = 0.453" T-11-12 -11-1 T 6-09-04 MAX TC PANEL TL DEFL = 0.191" @ 3'- 10.8" Allowed _ 0.680" 12 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.5" 6.00 Q 6.00 MAX HORIZ, TL DEFL = 0.002" @ 7'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting IIM-4X4 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 load duration factor N Truss designed for wind loads in the plane of the truss only. 111111 0 uo O 06 N O O V el M O I 5 6 4 o � A- M-1.5x3 M-3x4 M-3x4 ,1 J. 1, 0-10 6-11 y y I 7-09 1-00 JOB NAME: 3410-B - D3 Scale: 0.4326 = rcarD////iN /5f� WARNINGS: GENERAL NOTES,unless otherwise noted: fd"��/i' c- 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '4 =92 `F E 1-- Truss: D3 and Warnings before construction commences, building component.Applicability of design parameters and proper +il,/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a� 2' and at i o'o.c,such y unless braced throughout their length). DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuousby sheathing such as plywood sheathing(TC)end/or dryweil(BC). r�sr DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON SEQ. 6094799 CC 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. 4t/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, �` design loads be applied to any component. and are for"dry condition"of use. Al 1 4 Q „ TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the e'Design assumes full bearing at all supports shown.Shim or wedge if { fabrication,handling,shipment and installation of components. 41 r'i A``,"1� P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII 111 VIII VIII IIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. 9,lines Digits indicate swith izeloi ptlate Intines.Inches. 10. MiTek USA,Ina/CompuTfu3 Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 111E1411This design prepared from computer input by x PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" 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.(-34) 3-5.(-166) 130 2.3=(-72) 51 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( ) 37 3.5= -166 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 5.0" -25/ 219V 0/ OH 5.50" 0.35 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (urn). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003° @ -1'- 0.0° Allowed = 0,133' 5-01 04 0 03-12 MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291" MAX TC PANEL TL DEFL = -0.051' @ 2'- 9.1' Allowed = 0.437" 12 MAX HOAIZ. LL DEFL = 0.000" @ 5'- 1.3" 4.001 - MAX HORIZ. TL DEFL = 0.000' @ 5'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 -/ Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, load duration factor =1. 6 Cat.2, Exp.B, MWFAS(Dir), IleTruss designed for wind loads 0 0 in the plane of the truss only. to -.....1111111111111111111111 , 0 o ' E N ,--- N oo i o m , 1 0 2► �115 /- M-3x4 M-1.5x3 5-01-04 0-03-12 > ), y 1-00 5-05 JOB NAME : 3410-B - El �,� pRo, ss GI//9 /0 Scale: 0.6036pj WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 ,w!i"f 1? 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 ' !924•PET Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+- Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6094800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4. 1� design loads be applied to any component. and are for"dry condition"of use. f � TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 P�!" fabrication,handing,shipment and installation of components, 7.necessary. pp� f1,f-. B.This design is furnished subject to the imitations set forth byg,Designlatesassumes adequate onne bothdthinace is ftrus,provided. '+7 't'-�#-�`f V 1111111111111111111111 Vg ( 8.Plates shall be located faces of truss,and placed so their center f�7l f 1 1 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joinf ppt center Fnes. 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.For aits lsicic nnectorcate size oplate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 III)II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=(-34) 37 3-5=(•166) 130 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 51 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 5'- 5.0" -25/ 219V 21/0/ 65H 5.50" 0.60 KDDF OH 5.50" 0.35 KDDF ) 625) LL = 25 PSF Ground Snow (Pg) 1, Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psfl uplift at 24 "ox spacing.) M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291" 5-01-04 0-03-12 3 -12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1"5x3 system and components and cladding criteria. /- 4 -/ 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, Truss designed for wind loads o in the plane of the truss only. m 0 0 Lo o N N U, C') o� 2 ►�s - 0 M-3x4 M-1"5x3 I I I 5-01-04 0-03-12 1, 1, I 1-00 5-05 JOB NAME : 3410-B - E2Scale: 0.5997 .cp5 NGIN `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: V'0/��/r�t- 1 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 �' :792..t�E r E2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 2 incorporation of component is the responsibility of the building designer. / 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ' DATE: 10/23/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /'" 4.No bad should be eppled to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. "y7L 4y OREGON �^t,/ SEQ. : 6094801 fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r, design bads be applied to any component. and are for"dry condition"of use. / -4 y '0.0 �^}- TRANS I D: 410946 5.CompuTrus has no control over and assumes no responsibility for the e.and ar assumes full bearing at all supports shown.Shim or wedge if V [ 4er fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 4;R R}t„L» 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces otruss,and placed so their center VIII IIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be famished upon request. lines coincide with jointInches.9.Digits oncdte size of tplate In fines. p MiTek USA,Inc./CompuTrus npulrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web EXPIRES:12/31/2015 r