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Plans (22) AVSMc>l(e — UOCi?S1 /c3170 sw 7 fts e .4 CONFORMS 10 DESIGN CONCWT CONFORMS TO DESIGN CONCWT WITH ir REVISIONS NOT�f NON-CONFORMiIhi-RETISE A RESUBMIT m n '11'-51/? WV,"LIART-Y91,01,1,451.1,3 VAr I A AlexiaFukui Date 12[12(14._ 4 MIIBRANOT ARCHITECTS 4: ,jj/q'�? t RAGE i J ` _ J1 ,�� F, J2/ 2? ala .1�� , i=n • H8828 r _Er _ r - �' Ji // W J7_ ry _ J4 JR, 12 J5 J9, TA 12 M J8 Fi10 M JT MI El J8 01( CO 4 22 J10 � . • . - J9_ uti. .• J8 J7 _TA:112 2 al le T y T5 12 J7 J8 F ~ _ 4 15:11 E.5 F _ " E.M F K Oa r:: I EJ3 Ya Ali : Y4 ��_= l I SH MO r; 125 • �i� "`�M 7.5:12' ► 1t T 6:EAl 2 /. g CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO TO DESIGN CONCEPT`LITH REI.-SIONS AS SHOWN 7.1 :12 O,1 ' 0 NON-CONFORMING-RE SE AND RESUEMCI - 1 I l ISOC SOK: kI0-C R. i h07 E.1E.Vi71140 11 DESI EAn I I.C.A^F A _0 I I7. .0A 0^.41 Y,T+�h'. ?5.. .f«.Sa ik.S „..t 13k..:: H' 144 PP.;✓_]'! by. knoll 4 /015104 ].:::p€Leaer e.2014 CT ENGINEERING INC IVO 10'10 1'7 151-1 112° I 7-8• s'•°• ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 11/26/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL Li PROJECT TIT(P: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING 5019—B POLYGON DESIONSIBLEF FOR OF RECORD RESPONSIBLE FOR ALL NOBUILDI S g PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5019 / B—B CHECKED BY: REVIEW AND APPROVE OF ALL '�` C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. s9 0.115"—1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I.% 7 . , �J CONFORMS TC!DESIGN CONCEPT ..I 0 CZ.FSOORNNNTOOi US IGN CONCEPT WITH 111-5 yr R 0 NON-CONFORMING—REVISES RESUBMIT my h Yak x.r....:a Wa 000 1:12 va 000 !Sy Alexia Fuk i ewe 12/22/14 GARAGE �` FJ1 1 MILRRANOI ARCNITEiTS J 61.10 FJ2 Lip.1 e r 111 1 N.N. E GIRD�1 ,F �+� � J1 I �: %// _ J4_ / / _ -17_ J5 a J8 7.6:12 J9 \8\ JT_ iQ F.110 J8 c. ai 5 a 11 I v 1 K) J10 N _J10 J9 LL J8 LL _JB 7te .5,12 5: J7 If J6 M _J6 E.15_ .:1Q J5 EU �.. Al_ J4 EJ3_ 4. - ` AL..' " -I._ J3 AA MI OIL e. ,,, 0.2 i 11 is Immo sJ2 ■� 24100..: � \� � � 7. � -- ler- IM � -ik-ll — Ii I I c 6:12 Al jI► 2 E ® CONFORMS TO DESIGN CONCrT - ❑ CONFORMS TO DESIGN CONCEPT WITH �/ / 2 REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND:RESUBMIT ' ^'' /�►� 7.5:12 TIF.c.5k:100 1130 BEEF IIMEWO FOR(Mak,SI SOHIWORT G, ITI'F TMEP'DE$11: EP'GK.?MT.✓�1.KT FE.IEVE T - ,SBOIC110F1011DO O.kEGEFOISILIT,.OF CC$FOEN,RC_DTII:Ti£ :E.SIER PACW..5 Aho a;IFI:ATICi6 A_OF 15111.WE 00I1011 003 1010 005 1011100. By: Arnold S,Solas "ate.Oece0er 1 2011 CT ENGINEERING INC 241• W-1 VT Tr• lo'10 I 19'-r ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1: DRAWNGESRFOR ALLSTRUCTURAL in .. ',.} 5019-B POLYGONINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD parsi linber PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS F.-, , - TO TRUSS CONNECTIONS.BUILDING 5019 / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO , REVIEW AND APPROVE OF ALL TRUSS 'kCOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ',fi,. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. I CompuTrua Software Warnings & General Notes WARNINGS' 1. Builder and erection contractor should be advised of all Notes and Warnings before construction ion c o nmerc es. 2. compression web bracing must be instegerlwhere +, 3 Additional temporrary bracing to i stability during can ion is the r siibil of erector.Mional permanent bracing oaf the overall s it rme is responsibility of the tag 4. No irr be to any c omponent uMrh aftgracing and fasteners are complete and at no time shotldam Irate welderthan design brads be to any txerrponarrt, 5. 'CorrrpuTrus has no control over and umesno resporrsi My for the do I. SNI dation of 6. This is ran , d to too�n set forte TPUWTCA in SCSI.copies of which vrr be furnished upon request:. GENERAL NOTES,r ho noted: 1. This der is only�the parameters shown and is for at Intireklued building component.Applicability of design paraneters And proper incorporation of----art ie f#ta re onsii t t iii b�uiiit-t designer- 2' gnesr. 2. assumes th i and bottom to tae laterally at; o_c. at 10'o.c.respectively traced Itirou0otit tib ter n by continuous sheathing such as plywood shoe rag(TC)arrd r drywra (t3C). 3. 2c bridging or where shown 44.4. Installation of buss is the responsibility oft a resp+E vs tactor. 5. assurrt are a tae used in a non-corrosive envtionrr nt, and for'dry mon"of use. 6. Desicar assumes ftp bearing at all supports shown.Si n or wedge if rim 7. Design assumes adequide rkainage is provided 8. Pirdes shall be located on both faces of truss,and planed sot ei center coincide with jek*center . bees 9. Degas e size of plate in i 10.For tic connector plate design values see ESR-1 311.ESR-1988(MTek). O EGo RSLS-Q fciN ? ''OA, '' is 9ION t EXPlRS: ; /01 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 1.5" 'COND. 2: Design checked for net(-5 psf) 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 29.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 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. 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. 7-06-12 7-06-12 T 1' 4 12 12 7.50 M 4x4 Q 7.50 3 ii 0 2 4 0 oPAS o i4 5 0 M-3x4 M-3x4 y 3 y y 1-00 15-01-08 1-00 �} PRO JOB NAME : 5019-B POLYGON - Al Scale: 0.4929 ., GINE `�i, C''''- Il/25 ' WARNINGS: GENERAL NOTES,unless otherwise noted: CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . T n .PE f~ Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabibty during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,pr�^- is the responsibility of the erector.Additional permanent bracing of ) continuous sheathing suchr las b plywood shred whore s and/or dryweg C. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral braving required where shown++ Atr 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. "}X OREGON I, 44f SEQ. : 6125955 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L. -it N �, design loads be applied to any component and are for"dry condition"of use. '7}f 14 rtd ., TRANS I D: 413 213 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 ��1+ fabrication,handling,shipment and installation of components. Design asscessary. 414/4F410'" 7.Plates assumesadequateon eoth faces ofs 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II I II I I III VIII IIII VIII III IIII TPINVECA in BCSI,copies of which will furnished upon request. Digit coindde with joint ain che 9.Digits indicate size of plate In inches. �+ MIT@k USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES..12/31/2015 1111 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-O8 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF 81&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=1-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- B=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)- 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -229/ 1271V -100/ 1000 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" 7-06-12 7-06-12 MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" l' 1' 1' MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 4-03-05 3-03-07 3-03-07 4-03-05 NOTE: Design assumes moisture content does T T T not to exceed 19% at time of manufacture. 12 12 7.50 7 M-4x6 Q 7.50 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 �� P1\ Wind: 140 mph, h=21.5ftr TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 2 9 �p o i �114111 I 4„11111111o 10 o 1 1�� 6 7 8 -�5 i M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 1 1 1 1 1 4-01-09 3-05-03 3-05-03 4-01-09 1 1 15-01-08 JOB NAME : 5019-B POLYGON - A2 , �,�o PN ��$.0. Scale: 0.3776 {CI � + 7 WARNINGS: GENERAL NOTES,unless otherwise noted: / 5 r 17 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 .92040 PE r 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. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y� �r�I�� DES. BY: MJ Is the res nsib li of the erector.Add tionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr, Ia"" responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -� CC DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C)REGUN t�� 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, ^�.' SEQ. : 6125956 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, R%! � design loads be applied to any component. and are for"dry condition"of use. ^)4 �, "�"' TRANS I D: 413 213 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 �+ fabrication,handling,shipment and installation of components. necessary. R R t L� 9 P P 7.Design assumes adequate drainage is provided. rl t 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 11111111111111111111 TPINVECA In BCSI,copies of which will be furnished upon request. git coincide with jointcenternche. 9.Digits indicate size of plate in inches. nn 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 IIII IIIII"I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=1 -816) 142 2x6 KDDF #1&BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #1&BTR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=) -586) 2898 2x4 KDDF STUD B; , TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"6v' 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 UDE #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5"71,n 8=)-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DF SS D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5"8%F 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 421.9)+DL( 286.9)- 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 1148 5.50" 7.89 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 12.0" 0.0" 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: -'i- 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, NOTE: Design assumes moisture content does 9" oc in 2 row(s) throughout 2x6 webs. not to exceed 19% at time of manufacture. 5-11-11 8-06-02 2-06-12 3-09-15 Design conforms to main windforce-resisting ,8' T T f system and components and cladding criteria. 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-09-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' +320# f T 4f200 T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 17. Q 7.50 Truss designed for wind loads in the plane of the truss only. M 9x8 M-5x10 M-3x8 M-3x8 0 l T2 6 i M-3x5 M-6x8 M-5x12 3 8 9 -/ B � T9 _ _ M 5x16 N o 1 D Z lit fL IL ,-0 -'- i__ 1'11 „j_ - 10 11 12 13 14 15 4'*16 o M-1.5x3 M-4x10 0.25" M-3x8 =M-8x8 M-8x10 M-3x8 .7:1M-10x10(S) WEDGE REQUIRED AT HEEL(S). .6 b b b .6 1 1 b 3-01-14 2-09 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 .6 ). / 1-00 20-05-08 JOB NAME . 5019-B POLYGON - B1 ''s P M,4,? Scale: 0.2530 051 iG 7 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: f� ny 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 .9 SPE C G. r Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown*, incorporation of component is the responsibility of the building designer. ^ry 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,6 4x1.1 is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CCrt 4SEQ. : 6125957 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON f(,/ loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, J. Va \ .4,..design bads be applied to any component. and are for"dry condition"of use. 0 -7 14 so .. TRANS I D: 413 213 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 V fabrication,handling,shipment and installation of components. necessary.+: 4 7.Plates assumes adequateadodraace isotrus,provided. j Il", 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 canter 111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Digitsgit dicawith Joint aIn nche. 9.linesindicate 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(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. TC LATERAL SUPPORT <= 12"01. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.021" 6 2'- 0.7" Allowed = 0.268" T T MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL - -0.000" @ 3'- 10.9" 7.50 177 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 Design conforms to main windforce-resisting system and components and cladding criteria. ,7 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 N ./- t t1►t' � 3 o M-3x4 .1 l 6-00 PROVIDE FULL BEARING;Jts:1,2,31 ",9,0) PR Ops JOB NAME : 5019-B POLYGON - BJ2 Scale: 0.5940 c,<,., ill ,0 \ WARNINGS: GENERAL NOTES,unless otherwise noted: 4/J/Z5/ 'vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �' •9 21,,S r E f- Truss: BJ2 and Warnings before construction commences. building camponent.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 stability during constmctlon 2•Design assumes the top and bottom chords to be laterally braced at �r�ri• DES. BY: MJ Ad the responsibility temporary of rhe ng to Insure Additional bol run og cst ubracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,.''r, .,.. pa continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /(Z DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 3'� OREGON �+y 4.No load should be apptied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6125958 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,,,� t 20 itfTRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. J 14 t� • 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 '�y (aS fabrication,handling,shipment and Installation of components. "r'i tt.."" P 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Irritations set forth by I.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII ILII ILII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterIn ch 9.Digitsso ncide size of tplate o inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 = 0.103" @ 3'- 7.2" Allowed = 0.425" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. T T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 7.50 2 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7 -" Design conforms to main windforce-resisting 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. c. O- 1 1111.-=.1_113111.- cp M-3x4 J' 1, 6-00 'PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5019-B POLYGON - BJ3 � �a PRore Scale: 0.5457 ' 1/Z7iC 4'0 .ca. WARNINGS: GENERAL NOTES,unless otherwise noted: A 7 PE 11 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 (t' '^ •r c. 1 Truss: BJ3 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 responsibiity 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: MJ 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 r DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuousxImpatsheathing suchr l bracingas plywood sheafrequired where sown drywall C. Pn viY 9 3.2x Impact bridging or lateral where shown++ 4 �' 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44, SEQ. : 6125959fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrostve environment, q4- 1.1 ,\t'' " TRANS I D: 413213 design loads be applied to any component. and are for"dry pall bead of use. .1:0 -p 14 Q 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if �¢ ` � P. WEISSE fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "' I♦L 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines IIIIII VIII VIII VIII VIII VIII VIII IIII IIIII/WICA in BCI,copies of whch wil be furnished upon MTTPe USA,lncs/CompuT us(Soft(ware 7 6 6(1 L)E request. 10.For asicco nectoroplate design values see ESR-1311,ESR-1988(MiTek) de with jint center fines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.05H" @ 2'- 11.9" Allowed = 0.641" 011"11111111111.1 12 ° MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 ( MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 Design conforms to main windforce-resisting r system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6, 0 Truss designed for wind loads o in the plane of the truss only. /- I IM I 1►. 4=� M-3x9 y J• y 6-00 1-11-11 PROVIDE FULL BEARING:Jts:1,4,2,31 4; p PRpce JOB NAME : 5019-B POLYGON - BJ4 Scale: 0.5029 mac,-," GAN `r/l� WARNINGS: GENERAL NOTES,unless otherwise noted: 11/Z5/1� 17 1.Builder 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 . . PE r Truss• BJ4 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the res nsibili of the erector.Additional /men bmcin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f.); DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � �R EdN �t,, 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. 1h "V SEQ. : 6125960 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, rya L_ TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. G T • 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 �+y � necessary. 4./ . 't,1 RIO- 6.fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINJTCA 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(Welt) EXPIRES 12/31/2015 (IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -90) 40 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" ° MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, A Truss designed for wind loads I in the plane of the truss only. r 0 mid 0 Rrgl0 I 1=� 4 1.317-4f 0 M-3x9 b b b 6-00 3-11-11 !PROVIDE FULL BEARING;Jts:1,4,2,31 JOB NAME : 5019-B POLYGON - BJ5 •\,. Dao Frs Scale: 0.9366 ��SJ ��J�7�� 5�� WARNINGS: GENERAL NOTES,unless otherwise noted: ��iii 7 f 7C' "' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .9, •I E Truss: BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2e4 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: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y 1r a continuous sheathing such as plywood sheatbing(TC)and/or drywall(BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON non-corrosiveSEQ. : 6125961fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a I V environment, Nb` TRANS I D: 413 213 . design loads be applied to any component. and are for"dry condition"of use, //y '9 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 , z fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R}4.rk,. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111 II 11 VIII VIII VIII IIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center bines 9.Digits indicate size of plate in inches. MiTek USA,Ino./COffIpUTrug Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. not to 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 system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSE Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF 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 7-11-09 7-11-09 complete specifications. 4 '( 1' 12 I IM-4x9 12 7.50 17 Q 7.50 3 iii 1111111111111 ,o kp Al. o o� 1 1c • d 0 o� 1 i IlIlI1IIIIIIIIiI5 i 0 0 M-3x4 M-3x9 1-00 15-10-08 1-00 �Q` t PR(Jpes JOB NAME : 5019-B POLYGON - Cl Scale: 0.9353 .„0- \AG'N <, WARNINGS: GENERAL NOTES,unless otherwise noted: 44 17 CC !(J2,SPE I^" 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 ,, Truss: Cl 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: MJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +fir rr . po nY po continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). /,CC ' DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � OREGON ��` 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. 37 SEQ. : 6125963 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, / r� 4 TRANS I D• 413 213 design loads be applied to any component and are for"dry condition"of use. t�• 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �"`pp�11�^��tt t` '�f' fabrication,handling,shipment and installation of components. ""+l fi t0.- p P 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Nnrtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII 11111 VIII VIII VIII VIII VIII III IIII TPI k U A In nc./ copies of Software will furnished upon request lines coincide with Joint center lines. EXPIRES:12/31/2015 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus 7.8.6(1 L)-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 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 WEBS: 2x4 KDDF STAND 3-4=(-661) 189 7-9=(-211) 196 LOADING 4-5=(-877) 293 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 0.0" 12.0" 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" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 = -0.015" @ 7'- 11.3" Allowed = 0.798" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 7-11-04 7-11-04 MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" T f ,. MAX BC PANEL TL DEFL = -0.090" @ 12'- 3.1" Allowed = 0.971" 4-01-06 3-09-14 3-09-14 4-01-06 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" T f T f T MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 12 12 7.50 IIM-9x9 Q 7.50 NOTE: Design assumes moisture content does 4,0' not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting RE system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=9.2,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 M-1.5x3 1110 M-1.5x3 in the plane of the truss only. 2 o 0 0 c, 1 7 almi se 6 o I ** z o M-3x4 M-3x8 M-3x4o ,1 1 y 7-11-04 7-11-04 ), 1, b 15-10-08 1-00 JOB NAME : 5019-B POLYGON - C2 Argo PRQ �s Scale: 0.3618 J 0'1 t�/ WARNINGS: GENERAL NOTES,unless otherwise noted: t'Z/CI� v it/25/r�CI. 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 QZ v 11 F C. 1' Truss: C2 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by e continuous sheathing such as plywood sheathing(TC)and/or drywal C). - DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ OREGON 40 SEQ. : 612 5 9 6 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. OREGON b 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, �t design loads be applied to any component. and are for"dry condition"of use. / •T� r.O. 4_ TRANS I D: 413 213 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 Q 14 �`j fabrication,handling,shipment and installation of components. necessary. `i 7.Designlatesassumesadequateoneothdrainage isptruss, 1.. 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 II II VIII VIII 11111 1111 VIII IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center ncheInes. t 9.Digits indicate size of plate In inches. p c MiTek USA,Ino./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 ITek) EXPIRES:12/31/2015 1111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF 81&BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V 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" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2. D•- .nmMnayxufte>rsircnla:>i,.ty,/Sajakis ti AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4-07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 1' T T T 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x6 111 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO load duration factor=l.6, Truss designed for wind loads M-3x5 in the plane of the truss only. 0 o if I N tO Ail T I. _ �® A o,_ 1►1 5 6 **7 M-5x10 M-1.5x3 M-6x8 M-1.5x3 2-05-01 1-10-06 1-08-09 1, l 6-00 . ��,�D PRoF�s JOB NAME : 5019-B POLYGON - C GIRD Scale: 0.5126 �5 CI ��01(N 'a WARNINGS: GENERAL NOTES,unless otherwise noted: /'/ 7 p 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. .921.PE E i' Truss• C GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4111P, • 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 et DES. BY: MJ s the res nsib i of the erector.Additional ermanent bracin of T o.c.and at 10'o.c.respectively unless braced throughout their lengQth by ..*'°" r responsibility ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). 1'r-.. DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � QRLl•�N �t,, 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. (x ^Y SEQ. : 6125965 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. /Q 4 k 14• 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 nI necessary. `�/ •ri `��,,. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. n 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPINYTCA In BCSI,copies of which will be furnished upon request. lines Indiiccate size jofnplate int inches. 9.Digits C7 �+ MiTekUSA,InC./CompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/31/2015 1E IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12684) 2888 11-12=( -164) 798 11- 1=(-8862) 2018 7-17=(-13B4) 6212 2x6 KDDF 910TR Ti, T3 2- 3=(-14720) 3364 12-13=) -230) 1112 1-13=(-3264) 14454 17- 8=( -510) 2158 BC: 2x8 KDDF #16BTR LOADING 3- 4=(-12498) 2880 13-14=(-3018) 13626 13- 2=(-6552) 1496 8-18=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3304) 14900 2-14=(-1132) 272 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0"5, 7=(-11482) 2668 15-16=(-3298) 14734 14- 3=(-1570) 6936 2x6 KDDF #2 B BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0"6'F 7=( 0) 0 16-17=(-3298) 14734 14- 4=(-3514) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0"7V 8=(-13464) 3100 17-18=(-2232) 10140 4-15=( -532) 2422 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 18- 9=(-2222) 10102 15- 5=( -404) 558 BC LATERAL SUPPORT <= 12"0C. UON. 9-10=1 0) 60 16- 5=( -620) 2750 ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-17=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT 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" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Unbalanced live loads have been considered for this design. ( 2 ) complete trusses required. Caution: Note bearing area requirements. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 J,- 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.362" @ 8'- 10.4" Allowed = 1.317" @ HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs,XX MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.037" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.079" @ 20'- 2.5" 5-11-11 12-08-12 6-09-01 7-11-04 NOTE: Design assumes moisture content does '( '( f j' not to exceed 19% at time of manufacture. 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 Design conforms to main windforce-resisting system and components and cladding criteria. 6-00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3X4+� T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 177 4 '''c:17.50 Truss designed for wind loads in the plane of the truss only. M18HS-7x143 1,4-3x5 M-3 M-4x11 M18HS-5x16 t 4 . 5 7 M18HS 7x19 M-10x10 a. T3ism 1 2 0D' 8-3x5 - - Ti -; A A r I g ^� M 5x16 N VD y , o 11-1.-.,12 13 14 15 1. 16 17 18 \ 0 o M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 M-3x8 IMSHS-9x18 M-12x14(S) +1067#@ ), 1, +3,533#@ , , 1-02-081-11 2-04-05 3-04-08 3-01 3-02-12 2-04 3-01-14 .1 ). i' 20-08 1-00 JOB NAME : 5019-B POLYGON - D1 4;(,v, m7 Scale: 0.2015 \ �`t%//zspi, �` WARNINGS: GENERAL NOTES,unless otherwise noted: 17 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' .I' !•p•1-.E r Truss: D1 and Warnings before construction commences. building component Applicability of design parameters and proper ,J 2.2x4 compression web bracing must be installed where shown+, incorporatlan of component is the responsib ity of the building designer. ,,." 3.Additional temporary bracing to insure stabiity during construction 2.Dedgn assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 C. . DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ ) wl rC 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. '37 OREGON 4'. SEQ. : 6125966 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L YJ ,s,t)'�A, design loads be applied to any component. and are for"dry condition"of use. / Q TRANS I D: 413 213 5.CompuT ua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It 1 4 b, fabrication,handling,shipment and installation of components. DesignDeassumes. hA R 1 f 1 6.This design is furnished subject to the Imitations set forth 7. lateshaltbelocatedadequateon drainage iso provided. C:+l 1..1•11111111111101111111111110.g 1 by 8.Plates shall be both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In inches. MiTek USA,IDC./CompuTru9 Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1968(INITek) EXPIRES: 12/31/2015 2/31/ n1 11111 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 0-14=(-5112) 2146 2x4 KDDF #1&BTR Ti 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF S5 LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. DON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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 = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 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=l.6, Truss designed for wind loads 5-11-11 29-09-05 in the plane of the truss only. T T 1' 3-00-04 :11417 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T 4320# 1' T I' 1' 1' 12 7.50p 40 M-7x8(S) 4 M-45x8 6 0.25" M-4x8 M-56x10 M-39x6 �, Y aM-1.5x3 -.00°.°°°;.°°°°1°°6-w + + o A al 0 A t O I 1 - 10 11 T T 12 13 14 '' o M-3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 ** Ml8HS-7x14(S) M18HS-7x14(S) b b 1 b b .6 y y 5-05-14 7-07-04 7-05-08 7-05-08 7-09 y 1-00 35-09 JOB NAME : 5019-B POLYGON - El pRFs�� Scale: 0.1780 ok Ak WARNINGS: GENERAL NOTES,unless otherwise noted: v tcl /'�) D r 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 .7 ®F L-. r T ru S S: El and Warnings before construction commences. building component.Applicability of design parameters end 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 400, DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .yr',�, atllre"�"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathng(TC)and/or drywal�C). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /, 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. 7, OREGON ^t/ SEQ. : 6125967 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, / '%y O � TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. Vp wedge + 1 4 �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Lull bearing at all supports shown.Shim or if �`�y fabrication,handling,shipment and installation of components. Nie necessary. 4"�l R t i , 7.Design assumes adequate drainage Is provided. 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 VIII VIII VIII VIII IIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon requestlines coincide with joint centerOnes. Di 9.Digits Indicate size of plateteIInches. nches. MiTek USA,Ir C./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=1 -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 26-00-10 1-08-11 system and components and cladding criteria. 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1-08-11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T T . T T .. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 7.50 Q 7.50 Truss designed for wind loads M-5x6(5) in the plane of the truss only. M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 5 6 7 8 4-4x4 w 0 M-1.5x3 3. y .4' o r 1 0 d, W Y ,_,_W Y NI, A o 11 12 13 19 15 16** o M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(5) M-1.5x3 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 1 l l 20-00 15-09 J, l l 1-00 35-09 JOB NAME : 5019-B POLYGON - E2 '' ' G?N(1F�sw scale: 0.1746 O' r, Cf Pp 4451 WARNINGS: GENERAL NOTES,unless otherwise noted: 1" 1,..- 1.Builder 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 .9G 0®P Lr Truss• E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown r. Incorporation of component is the responsibility of the building designer. '- 3.Additional temporary bracing to insure stabikty during construction 2•Design assumes the lap and bottom chords to be laterally braced at DES. BY• MJ is the responsibility of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectNey unless braced throughout their length by Po ty continuous sheathing such as plywood shoed when C)and/or drywall(BC). # n n �yy,.. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON *,`+" 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 orf SEQ. : 6125968 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, /...,/� �,I)` ,C. design loads be applied to any component. and are for"dry condition"of use. 4,/ -7 14 2 �4 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsiNlity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. /�tC��l! ,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. t dl.- 6.This design is furnished subject to the linitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint aIn inches.9.Digits indicate size of plate in rw MITek USA,InC./COmpuTfus Software 7.6.6 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 " IIIIIIIIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 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) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does 9-11-11 22-00-10 3-08-11 not to exceed 19% at time of manufacture. T T T T Design conforms to main windforce-resisting 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 system and components and cladding criteria. T T T T T T T T T 8-00 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '( .( . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 Q 7.50 Truss inthe dplane eofd fthe or wtruloadsind truss only. M-4x6 M 5x6(S) M-4x6 M-3x4 M-3 x4 9E M-e }x5 6 y o-4x9 • \C.25„ • • M-1.5x33 o O I C 0 if d, W Y I * Y Y NM 11 12 13 14 15 16 ** o' M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(S) M-1.5x3 J. J. ), 1, J. 1, ), J., 7-07-07 6-09-02 6-07-06 1 6-07-06 6-09-02 1-04-07 20-00 15-09 1, 1, ,1 1-00 35-09 JOB NAME : 5019-B POLYGON - E3 �,'<c.Scale: 0.1796 44 f�, Q WARNINGS: GENERAL NOTES,unless otherwise noted: 1' :9 Ff E ��^" 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- Truss: E 3 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 4 DES. BY• MJ s the of the erector.Additional ermanent bract of 2'o.c.and at 10'o.c.respectiv ly unless braced throughout their length by "' !S. responsibility P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 17,o_, d ( RIW�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. `N W SEQ. : 6125969 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, / 20 TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. �' 14• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge if p J�' ' fabrication,handling,shipment and Installation of components. necessary. �'",R Ri t 0.- P Po 7.Design assumes adequate drainage is provided. �'1 rl 1 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111011111 TPI NlfCA in BCSI,copies of which will furnished upon request. git coincide with joint In nche. 9.Digitssindicatesize of tplate eto Innes. vn 1 MITek USA,InC./CompuTN6 Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 WEBS: 2x4 KDDF STAND 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=j-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-B52) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"0C 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" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11=11-11 16-00-10 7-08-11 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 load duration factor=l.6, 1' '1 i' T 1' 1' '' 1' Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 p M 4x6 M-3x4 M-3x4 M-4x6 '' :17.50 3 4 5 6 w w M-3x5 M-3x4 2 +,, \/ M-1.5x3 + a � 0 r 0 0 o IIII III .II IIII Ill gill II° M C � 'B NYaV MM * -e t 9 10 'f 1 12 13 o M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 ** M-5x6(S) b y 1, y y 'I 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y y 35-09 JOB NAME : 5019-B POLYGON - E4 <4PROF�rS Scale: 0.1886GiNl0 <c, /1125 WARNINGS: GENERAL NOTES,unless otherwise noted: (�rrr�� p 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 '' 7 92S f�E Truss: E4 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 ,aa�1l�. DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by pv Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it SEQ. : 612597O 4.No load should be applied to any component until ager a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. ^y OREGON 4,/ 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... 'eZ_�4i NI:" A. design bads be applied to any component. end are for"dry condition"of use. -7.}+' .7-°',1,4 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes on bearing at all supports shown.Shim or wedge if C3 14 fabrication,handling,shipment and Installation of components. Design . l'^��`f t 7.Design assumes adequate drainage is provided.. R: f 1.L. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII IIII IIII IIII IIII TPINJfCA In SCSI,copies of which will be furnished upon request. git diae with joint centernche. 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(Wok) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=1 -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=1 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 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 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 13-11-11 12-00-10 9-08-11 Design conforms to main windforce-resisting 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 system and components and cladding criteria. T T T T f T T T T T Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12-00 7-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 1' ,1' 4 7 1 T load duration factor=l.6, 12 Truss designed for wind loads 7.50 12 M 9x6 M-3x4 M-3x4 e-4x6 Q 7.50 in the plane of the truss only. 3 5 6 w w i M-3x5 9 M-3x4 2 - '•+ M-1.5x3 + -/ 0 t 0 0 0 01 .,, II, 8 FM 0.•I w. rn 0 1+* 11 12 T i9 14 +*15 -/ to M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) * ). * * ). * 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 1 y. 35-09 JOB NAME : 5019-B POLYGON - E5 Scale: 0.1848 �5 taGIN / WARNINGS: GENERAL NOTES,unless otherwise noted: �J� Ip!'G7 t 17 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:' w 7 P E r Truss• E5 and Warnings before construction commences, building component.Applicability of design parameters end proper • 2.204 compression web breang must be installed where shown+. Incorporation of component is the responsibiity of the building designer. ! 3.Additional temporary bracing to insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at 40 ' DES. BY• MJ s the res naibili of the erector.Additional ermanent breci of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by r r, responsibility ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). nIt DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � vIEG�N� �f,, 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 W SEQ. : 6125971 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, no 4 TRANS ID: 413 213 design loads be applied to any component. and gra for"drycondition" full b bearing of use. /� y 1 4 • 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 life fabrication,handling,shipment and Installation of components. necessary. C♦ H I�\„ P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJTCA in BCSI,copies of which will be furnished upon request. Tangs coincide with jointfcenter lines. 9.Digitssndoplate in inches.. MITek USA,InC./CompuTru6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF )j1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x9 KDDF )♦16BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 5B1 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-1770) 626 14-15=(-300) 903 5-13=) -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=1 0) 397 TOTAL LOAD = 42.0 PSF 7- B=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=1 -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ 9-15=(-1624) 499 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 M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 15-11-11 8-00-10 11-08-11 NOTE: Design assumes moisture content does T 1' ( ,f not to exceed 19% at time of manufacture. 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 T f T T T T T T , ,f Design conforms to main windforce-resisting 12-00 M-4x6+ M-4x6+ 7_09 system and components and cladding criteria. T 'f $ '( '( Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 011i 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.5°17 .50 4 N4x6 M-4x6 3 M-3x4 c� M-36x4 $ 6 in the plane of the truss only. s w ;r 9M-3x5 9 M 3x9 2 4. +,. + ko 0 1 M M-1.5x3 0 0 1 o .1** T 13 mu', **15 -, of M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) ,1 b 1, J' 1, b b 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 b 35-09 JOB NAME : 5019-B POLYGON - E6 �ti��o P�fi��FA„'s Scale: 0.1828Nj� 71 1p� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ppp 11/p7r -�r:'.. 1.Builder 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 4 { ®r L Truss: E6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng 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 ��II1�P DES. B Y: MJ 2'o.c.and at 10'o.c.such a respectively unless braced throughout their length by .i,as ^� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ` ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ CC 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. '17 OREGON 10 SEQ. : 6125972fasteners are complete /.. omplete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d 5 n Rb design loads be applied to any component. and are for"dry condition"of use. '� - .4,. TRANS I D: 413 213 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 Q. fabrication,handling,shipment and installation of components. necessary. /� P n t y "� 7.Designlatesassumes atedadequate draace Is ptruss,a. rl 1 L. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111011111 TPINVTCA in BCSI,copies of which wit be furnished upon request. git cindicae with Joint ate in che. 9.Digits indicate size of plate in inches. rf q 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 11100101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=1-109) 88 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=1-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=) 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=1-1188) 620 7-14=( -860) 450 8- 9=1-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=1-1624) 692 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 M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" 17-11-11 T 1 4-00-10 f---'113-08-11 MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 6-11-09 11-00-02 10-00-05 7-09 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 1 T T T T ,( i' T T f Design conforms to main windforce-resisting 12-00 7_09 system and components and cladding criteria. T T 5 6 ') 1' Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 17, 7.50 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x63. M-3x9 14-3x1111166.ant-4x6 trAmmul 4 7 \4 M 3x5(S) M-3x5 9 M-3x9 A24," M-1.5x3 0 o oci.'f ....-......4........ ..., M 1** 11 12 �3 14 **15 o M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) 1, 1. ), 1, 1' ), b 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 /- 35-09 35-09 JOB NAME : 5019-B POLYGON - E7 �('' N OPE, Scale: 0.1691 S *-711zsi of WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ‘t. .92 P E r Truss: E7 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by err is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)BC). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ' ^V loadsSEQ. : 6125973fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a nun corrosive environment, . If $3 A. design loads be applied to any component. and are for"dry condition"of use. Q -1), 4. �"�". TRANS 1 D: 413 213 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 `' fabrication,handling,shipment and Installation of components. nesessary. ` n i` P P 8.Plates assumes cated one otdrhifac a is rovis, r'I 1. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In SCSI,copies of which will f a furnished upon request. git coincide with joint centertenche. 9.Digits Indicate size of plate in inches. v 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 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x9 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 NOTE: Design assumes moisture content does 6-10-14 6-05-11 6-07-07 1 6-07-07 6-07-03 2-06-06 not to exceed 19% at time of manufacture. T 1 - T 1 1' 4'- - - -_-4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 z M 9x6 .S17.50 4,0" Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,e-,(' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIIIIIII1Pload duration factor=l.6, 111111 Truss designed for wind loads M 5x6(5) in the plane of the truss only. 0.25" M-3x4 3 5 14 -1.5x3 :M-4x4 2 6 4M-1.5x3 7 o o0 mi V •. _ Ai O ** 1P 11 ** o M-3x5 M-3x4 0.25' M-3x4 M-3x4 M-5x8(S) l .6 b b b 10-02-10 9-09-06 9-09-06 5-11-10 .6 b 35-09 JOB NAME : 5019-B POLYGON - E8 ° PROP��,� Scale: 0.1636 GIN �a WARNINGS: GENERAL NOTES,unless otherwise noted: 1r� nc- `..'. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9G 0$f-G Truss: E8 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at pow DES. BY• MJ2'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 sheathingsuch asplywood sheathin C and/or d (B r _ �, gR s drywall(BC). se DATE: 11/26/2014 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. OREGON �, �4i SEQ. : 6125974 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1�� ",fit � � �_X. design loads be applied to any component. and are for"dry condition"of use. Q _7 TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If �y fabrication,handling,shipment and Installation of components. 7.Desssary. r'1 R 1�".neseign assumes adequate drainage is provided. C1 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII I III VIII VIII VIII IIII IIII TPINYTCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) EXPIRES:12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=( -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF N1&BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 339 WEBS: 2x9 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -98) 102 6-3=( -239) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)- 728.8 PLF 0'- 0.0" TO 9'- 0.0" V 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" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.909" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 NOTE: Design assumes moisture content does f f f not to exceed 19% at time of manufacture. 3-02-13 2-06-06 3-02-13 Design conforms to main windforce-resisting 1 ,( T T system and components and cladding criteria. 12 7.50 M-4X6 Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, -M-9x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, +* For hanger specs. - See approved plans 4 Truss designed for wind loads ��III in the plane of the truss only. ee M-3x5 z lir o i 0 M All 111 o/- frilii IP 01. 5 6 7 o ** M-5x10 M-3x6 M-6x8 M-3x8 ,1 ,1 ), 3 3-01-01 2-06-06 3-04-09 ,1 Y 9-00 �} PROF JOB NAME •. 5019-B POLYGON - E GIRD Scale: 0.9119 cO . IN 6'S/O WARNINGS: GENERAL NOTES,unless otherwise noted: !!!/�]]]/ � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual u` '92,t P E r Truss: E GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper . / '` 2.254 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: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ++: rr,- . Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ �� .�N 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. "}p A W SEQ. : 6125975 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, it%� �� r�fNb' A. TRANS ID: 413 213 design loads be applied to any component. and Bare for"dry condition" use.supports wedge14 L Q • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su rts shown.Shim or if fabrication,handling, Design assumes *FOtf �. shipment end Installation of components. 7,necessary. adequate drainage is rovided. 1 L. 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 III 111 I II VIII 11 111111(IIII IIII IIII TPINJFCA in BCSI,copies of which will be furnished upon request. git dicae with joint centernche. 9.Digitscoincideindicate 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-1888(MiTek) EXPI RES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Nl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-166) 151 3-4=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 2V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. KOND. 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-CONCURRENTLYaVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -1 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 = 0.059" @ 2'- 9.3" Allowed = 0.427" 12,77 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ti I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Iload duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o/- 01 /- 5.---- -, O M-3x9 .1 b l ), 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,4] JOB NAME : 5019-B POLYGON - EJ3 PRop- � � 5� �% ,Scale: 0.5079. t% Zs0 5 WARNINGS: GENERAL NOTES,unless otherwise noted: , `9 .'. 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 0 9 0 f-p E t,,, Truss: EJ3 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 stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `e•lalrR" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `' IMP • DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l' 4.No load should be apptied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `9 OREGON 4r,/' SEQ. : 6125976 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -£2 'I \ A. design loads be applied to any component. and are for"dry condition"of use. h _7}^ .� ZQ TRANS I D: 413 213 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 V �� fabrication,handling,shipment and Installation of components. DesignDeassumescessary. R R i f y 6.This design Is furnished subject to the irritations set forth T. laes adequatedon drainage is of rsa bt. IIIIII I VIII I III I III IIII VIII IIII(III 9 1 by 8.Plates shall be located both faces truss,and placed so their center TPINYTCA to BCS',copies of which will be furnished upon request. Ries coincide with joint center ices. 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 II 1111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-224) 205 3-4=( -89) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -48/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) 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/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" �� k MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0k r+ i Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), or load duration factor=l.6, `O Truss designed for wind loads in the plane of the truss only. ioo c/- I RI 5.m. I4-3x9 .6 k .6 l 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ4Scale: 0.4522 �N uS c 0.G, WARNINGS: GENERAL NOTES,unless otherwise noted: '//27/ 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 4C' . *U G r" Truss• EJ4 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 rasponsibifriy of the building designer. r^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ s the rea nsib li of the erector.Add tional bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by rhe responsibility permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ye jr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON !, 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_ �. SEQ. : 6125977 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, G7 "!�) A0\� TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. pp 9 4 n • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating et all supports shown.Shim or wedge if f1 necessary. �'R b V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl Ri t, 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 IIII VIII VIII VIII VIII IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request. git coincideIntwithizjointf center fines. 9.Digits Indicate size of plate In Inches. MiTekUSA,lnC./CompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 208 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -90) 40 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) 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. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" )j MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 12 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 7.50 Z MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does 3 not to exceed 19% at time of manufacture. N Design conforms to main windforce-resisting 0 I system and components and cladding criteria. rn 0 IWind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 oI c PM I 0M24 swoao --s 0 M-3x9 b l b b 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - EJ5 .��o P oPE sc Scale: 0.4476 w, '`-'1,1 �0 WARNINGS: GENERAL NOTES,unless otherwise noted: 111b F "fir 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' 7 •r E Truss: EJ5 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ 2'o.e.and et 10'o.c.respectively unless braced throughout their length by 4f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). et DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt .r 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. OREGONb ' TRANS I D: 413 213 t" SEQ. : 6125978 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i.� 7''74 Q design loads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the and are for"dry condition"of use. }' 6.Design assumes full bearing at all supports shown.Shim or wedge if C? 1 4 r� ^.t. ��Y. fabrication,handling, necessary. R R t i shipment end Installation of components. 7,Design assumes adequate drainage is provided. t b 6.This design is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I III VIII VIII VIII IIII IIIITPINVTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate size offplate in inches. 10. c. MiTek USA,MC./CompUTN3 Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1588(Wei() EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 81&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=( -68) 410 2x4 KDDF 410TR T1 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF 81&BTR LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4=) -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF 81&BTR A TC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"31- 6=( -9596) 3840 15-17=( -334) 816 5-14=) -530) 1646 19-10=) -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0"5/ 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0"Tr- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUNi] (GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.] nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" 5-11-11 36-00-05 - T T NOTE: Design assumes moisture content does 3-02-11 4-03-15 5-10-07 5-06-15 not to exceed 19% at time of manufacture. T 1' 1' '1 T 1' 1' T Design conforms to main windforce-resisting 2-09 3-08-06 5-01-04 5-06-15 5-10-07 system and components and cladding criteria. T T 3208 T T T T T T T 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-7x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x6 q M-?x8 M- x5 M-qx4 0625" M- x5 M-1310 M-11.15x3 in the plane of the truss only. y -- , M-3x o'1:,' M 3x8 _r' � o 1 �12 13 1,4 r 16' M M-3x5 0 5 7 18 9 0 ** oI M-6x8 M-3x10 M is M 1/x18 0.25" M-31x5 M-3x10 WEDGE WITH 2)M-1.5x3 TYP. M-7x10 M-7x8(S) a 3.75 12 k k k k k k k k 2-05-08 4-05-11 5-01-04 7-05-04 k k k k k k 1 k 3-00-06 4-02-03 7-07 7-08-12 k--4 k k 2-05-08 11-06-08 28-00 J--). k 1-00 42-00 JOB NAME : 5019-B POLYGON - F1 .\vs pR' Ss Scale: 0.1200 /0 44 WARNINGS: GENERAL NOTES,unless otherwise noted: 4tCI 11/Z5 1 c-7` q1,.. 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 .92 4/f-G Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper ,r 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 2'o.c.and at 10 o.c.respectively unless braced throughout their length by /.yt_ _4" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywatl(BC). - ... r� r��` 4C. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `,� 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. 'j7 ,q- ^r.! SEQ. : 6125980 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / "'7'4 0\A : design loads be applied to any component and are for"dry condition"of use. 1 4 �,. �"�- 1)2AN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge Ifess �y ry. fabrication,handling,shipment and Installation of components. ne Design ass441/1:110, t V 7. assumes adequate drainage Is provided. _ { �i 5,,,.t» q 9rl 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces otruss,and placed so their center IlihI II I I III III VIII VIII VIII 1111 TPINVTCA in SCSI,copies of which will be furnished upon request. lines with Joint center nnval 9.Digits indicate size of plate In Inches. CV r MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198f uliTek) EXPIRES'12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 -4620) 837 1-12=1 -603) 3768 2-12=( -231) 357 8-17=(-1266) 5535 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=1 -4407) 843 12-13=( -495) 3543 12- 3=( -177) 435 17- 9=(-6885) 1644 BC: 2x6 KDDF #1&BTR; 3- 4=( -3915) 840 13-14=( -528) 3915 3-13=1 -534) 423 9-18=(-2034) 8907 2x10 KDDF #14BTR 83 LOADING 4- 5=( -3252) 753 14-15=( -528) 3915 13- 4=( -312) 1695 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4245) 984 15-16=(-1272) 6903 13- 5=(-1308) 342 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -5109) 1107 16-17=(-1911) 9624 14- 5=( 0) 288 TOTAL LOAD = 42.0 PSF 7- 8=( -8313) 1764 17-18=(-3174) 14925 5-15=( -318) 879 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-11706) 2505 18-10=(-3420) 16002 6-15=( -441) 2280 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-19134) 4176 15- 7=(-3786) 939 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( 0) 60 7-16=( -882) 4188 16- 8=(-4674) 1101 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -481/ 2791V -262/ 256H 5.50" 4.47 KDDF ( 625) OVERHANGS: 0.0" 12.0" ( 3 ) complete trusses required. 46'- 3.0" -2579/ 11703V 0/ OH 5.50" 18.73 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN JT 10: Heel to plate corner = 1.50" nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 9" oc in 1 rows) throughout 2x4 top chords, -l- 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.101" @ 35'- 10.1" Allowed = 2.267" 9" oc in 3 rows) throughout 2x10 bottom chords, MAX TL CREEP DEFL = -0.313" @ 35'- 10.1" Allowed = 3.022" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.000" @ 97'- 3.0" Allowed = 0.100" 9" oc in 3 row(s) throughout 2x10 webs. MAX TL CREEP DEFL = -0.000" @ 47'- 3.0" Allowed = 0.133" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = -0.026" @ 45'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 17-05-11 11-03-10 17-05-11 '1 .1' .' . Design conforms to main windforce-resisting 6-02-02 5-05-12 5-09-13 5-07-13 5-07-13 6-09-04 3-02-092-11-09 4-06-04 system and components and cladding criteria. f T 4 i' 1 T 4 T 4 T 12 12 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 M-3x8 M-4x6 Q 7 5O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 5 6 load duration factor=1.6, M-5x6(S) '13•+- Truss designed for wind loads in the plane of the truss only. 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM 3 M-3x6 M-5x8(5) + 2X4 WEB BRACE REQUIRED. 7 + 0.25" M-1.5x3c, + + 9M-4x12 M-4x10 o ,F 0 0 o 1' 12 14 15 'f rib 17 � 18 B3 '``1 - 1 M 3x4 M-3x9 V.25" M-1.5x3 M-3x8 0.25 M-4x6 M-5x16 0' M-7x8(5) M-12x14(S) 110493#** Y y y y y y Y. 7 y 8-11 8-00-14 6-01-10 6-01-10 6-06-15 3-02-093-00-13 4-01-08 Y y y 46-03 1-00 JOB NAME : 5019-B POLYGON - F1 GIRD '' GPN QF�6's Scale: 0.1379 <5 IP 1.0 WARNINGS: GENERAL NOTES,unless otherwise noted: (]rr�� F-,r �' 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 0✓G o,f-IL Truss• Fl GIRD and Warnings before construction commences. building component.Applicability of design parameters end properAie010704""` • 2.244 compression web braving must be installed where shown+, incorporation of component is the responsibility of the building designee • .Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 3 DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rwr Po Iffy continuous sheathing such as plywood sheathing(TC)and/or drywaglBC). • Cr DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral braving required where shown++ J' 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 4./ S E Q. : 6125981 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, £, 774 \� A. TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. pp g Q fr 14 2 ��- • 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it necessary. { fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. RML.1• 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (111111 II II II I I III VIII IIII VIII IIII IIII TPI/WTCA In SCSI,copies of which will be furnished upon request. DI git coincide with jointcenter 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 I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOH #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" 0.0. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF #1&BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=) -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 16-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 32-03-10 1-08-11 system and components and cladding criteria. T 7-11-11 12-07-11 19-07-10 1-09� Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07-0 2-11-02� 6-00-05 5=01-04 7-03-13 7-03-13 6-06-07 1 08-11 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), kload duration factor=1.6, -05-A 12 Truss designed for wind loads in the plane of the truss only. M-5x6(S) ' 7.50 12 M-4x6 -M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 57 8 9 � ,M-7x8 7.50 M 3x4 " '°N\ d1 <r M-1.5x3 + + + + o 3 B 1 M-3x8 o o �i.a.; A , 1 2 13 r- 15: -�'-_ ,�® - iN, M 5x10 M-3x10 14 16 '1`2 19 19 20 +* -/ 0 OM-1.5x3 M18HS-3x18 0.251' le -M-8x8 . 3.75 M-5x10 M-5x6(5) M-1.5x3 12 WEDGE WITH 2)M-1.5x3 TYP. y .6 b 1 3, b .1 Y b 2-05-08 5-00-06 6-07-19 y 5-01-09 7-02-01 7-00-05 7-03-13 1-02-14 y 2- 05-08 11-06-08 28-00 b 1-00 92-00 JOB NAME : 5019-B POLYGON - F2 �.` p PN Op `�s'd Sale: o.14oz `�t4,51 I1 61/i 4. WARNINGS: GENERAL NOTES,unless otherwise noted: ..,4t' (� 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 individual1111 ±9 o2 tT E Truss: F2 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 responsibity of the building designer. ;% l,, 3.Additional temporary bracing to insure stetaity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 4r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). DATE: 11/26/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /l� 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}7 b, `tJ S EQ. : 612 5 9 8 2 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- -°7 0.\ A. design loads be applied to any component. and are for"dry condition"of use. �� `9}'� 142 �^- TRAM S I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if ,ry 5.CompuTrus has no control over and assumes no responsibility for the necessary. c V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4}i'RIO- 13. `�„t. 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 II II VIII I III III I VIII VIII I II IIIITPI Wr0A In BCSI,copies of which will be furnished upon request lines coincide with Joint center fines. 9.Digits indicate size of plate In inches. MITek USA,InC./CornpUTNS Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-12=1-1828) 3516 12- 3=( -153) 600 17- 8=1 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=1-4339) 1862 12-13=1-1375) 2769 12- 4=( -505) 772 8-18=1-1340) 416 BC: 2x4 KDDF #1&BTR 3- 4=1-3911) 1774 13-15=1-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1-3016) 1226 14-16=1 -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF 41&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF 42 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3946) 1524 17-18=(-1368) 3664 6-15=1 -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=1-3870) 1424 18-19=1-1023) 2490 14-15=1 0) 72 11-20=1-1802) 843 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=1-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=1 -387) 227 15-16=1-1412) 3747 10-11=1 -437) 230 7-16=1 -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE: Design assumes moisture content does f 9-11-11 10-07-11 19-07-10 f 1-09f not to exceed 19% at time of manufacture. 07 09 -07-01 6 04-06 5-01=09 7-03-13 7-03-136-10-09 1f-04-10 Design conforms to main windforce-resisting system and components and cladding criteria. -05-0g 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 9' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8-00 1-11-11 1-11-11 12 load duration factor=l.6, T T 9' T T '''' 17.50 Truss designed for wind loads M-5x6(S) in the plane of the truss only. 12 M-4x6M-4x6 M-4x4 M-3x4 M-3x8 M-3x8 7.50 5 6 7 8 9 o M-7x8 M-3x4 rt] -/ 4 M-1.5x3 + +. •+ + o 3 B o o M 3x8 T I- A v Or '5x12 10 M-3x10 1514 � ..-! 15 i,7 16 '9i7o*« 0 o M-1.5x3 M18HS-3x18 0.25 M-3x5 7.1M-8x8 . 3.75 WEDGE WITH 21M-1,5x3 TYP. M-5x10 M-5x6(S) M-1.5x3 12 2-05-08* 5-00-06 6-07-14 b 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 2-05-08 11-06-08 28-00 j b b J' 1-00 42-00 „t° PRQFe� JOB NAME : 5019-B POLYGON - F3 Scale: 0.1527 N�� S!IN WARNINGS: GENERAL NOTES,unless otherwise noted: r/ 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 4. S PE r Truss•• F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the tap and bottom chords to be Laterally braced at � AiMOPP DES. BY: MJ 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 .. rte' po ty g continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). -# . DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bradng required where shown++ OREGON /,� 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. '7 �}� 4, SEQ. : 6125983 fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, 4. •v14 �,1M �. TRANS ID: 413 213 design bads be applied to any component. and are for"dry condition"of use. 0 '7 14 2. '- • 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 AA may, necessary. 'Vf Fl R 1 L"� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III VIII(IIII VIII VIII VIII III IIIITPIMlICA In SCSI,copies of which will be furnished upon request git c d ae with joint center Ines. 9.Digits Indicate size of platete in inches. MiTek USA,InC./COIT1pUTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 0E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=) -432) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=1 -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -79B) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=)-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, 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 = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 11-11 11 22-03 10 7 OS-11 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2-09 9-06-02 4-08-09 2f-00-05 5-01-04 5-03-19 5-00-06 9-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting T T '( T T T 1' T T T 1' system and components and cladding criteria. 12 12 7.50 17. M 9x6 M 5x6(S) M-4x6 "c17.50 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 M-3x4 025" M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 7 B 9 0 load duration factor=l.6, - Truss designed for wind loads M-3x6 in the plane of the truss only. M 3x9 1 a o M-1.5x3 M-3x6 + -/ 3 of 14-3A 3x8 _ 1 a, i� 19 15r 17:' �' o �, 1 M 5x8 M-3x9 M-3x8 16 16 i, 20 21** �M 0 OM-1.5x3 M-6x8 0.25 M-3x8 =M--9x9 a 3.75 M-5x8 M-5x6(5) 12 WEDGE WITH 2)M-1.5x3 TYP. 2-05-08 4-06-02 9-07-19 2-06-05 5-01-09 7-08-09 7-08-04 7-04-07 y b 2- 05-08 11-06-08 28-00 b 1-00 92-00 JOB NAME : 5019-B POLYGON - F4 Scale: 0.1469 4''''''''.0'1,';'57,6i;'4)( WARNINGS: GENERAL NOTES,unless otherwise noted: 44.r �] 1 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 4 .7 PE Truss: F4 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 responsibiity 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: MJ Is the res nsiMli of the erector.Additlonel bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,jn responsibility tY permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4.' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /, 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. : 6125984 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� V,r� rLq,ix design loads be applied to any component. and are for"dry condition"of use. 1 4 Q'' TRANS I D: 413 213 5.CompuT ua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /�, ry f)i' necessary. P n I�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f"1 rl 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointfcenter lines. P.Digits ndsize of plate In inches. C� r� MITek USA,Ino/CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 11E IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF 410BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=( -241) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=( -111) 62B 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=) -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=) -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 13-14=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 13-11-11 18-03-10 9-08-11 MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-08 5-01-04 5-00-06 2-02-08 3-09-02f MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" 2-09 4-06 02 5-03-14 -09-1 f3-09-02.( MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" '1 T 4 q 0-00-05 q 1' q 1' 4 T 12-00 f 7-09 NOTE: Design assumes moisture content does f f T f not to exceed 19% at time of manufacture. 12 M-5x6(S) 12 Design conforms to main windforce-resisting 7.502' 6 M-3x4 11 .c17.50 system and components and cladding criteria. M 4x6 7M-4x6M-ix4 0925" M-10x4 2 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=l.6, M-3x4 ' 3 Truss designed for wind loads in the plane of the truss only. + Aor M-1.5x3 M-3x6 + 4 �flM 3x8 Y i, o��_ Aoof e.15 6 13' 19r° :A.A o M-3x4 M-3x6 o 1e 2o �' 23M-5x8 , M- .5x3 M-6x8 0.2M- x8 o WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 1 1 1 1 1 1 1 1 1 2-05-084-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 1 1 1 1 2-05-08 11-06-08 28-00 11 1 1-00 42-00 JOB NAME : 5019-B POLYGON - F5 Scale: 0.1264 rGJc �* 1 r��R �fi% � * WARNINGS: GENERAL NOTES,unless otherwise noted: kr ii''" -y• 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 (t' i P E 1F Truss: F5 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. a,/` 3.Additional temporary bracing to insure stability during constmction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing ofas � ,,/ia! continuousx sheathing suchr l cing required sown+r drywall C). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r^t Q 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. "}X OREGON�t, �4/ SEQ. : 6125985 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, 4. d design loads be applied to any component. and are for"dry condition"of use. "7 ZO .. TRANS I D: 413 213 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 i4 `Y fabrication,handling, Decessary. fF}s shipment end installation of components. 7,nese s assumes adequate drainage is provided. 4. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request gcoincideintwith joint ain nche. 9.Digits 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-1888(MiTek) EXPIRES:12/31/2015 r2/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 60 2-15=(-1929) 3685 15- 3=) -552) 1176 10-22=(-1130) 582 BC: 2x9 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=1-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 WEBS: 2x4 KDDF STAND; 3- 4=1-3059) 1543 16-17=1-1272) 2532 16- 4=( -50) 313 22-13=) -190) 625 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=1-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=) -110) 126 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=1-2397) 1447 21-22=( -982) 2080 6-19=) -99) 522 8- 9=1-2478) 1398 22-23=( -580) 1080 18-19=) 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"0C UON. FOR10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=) 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=( -135) 684 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -412/ 188BV -166/ 224H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 14-03-10 11-08-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" fMAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-13 3-04-01 5-00-06 4-00 3-09-02f 2-09f T 4-06-02 4 110943 T 5-03-14 T 1-10106T3-09=02' T MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" �, MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 12-00 7-09 NOTE: Design assumes moisture content does M 4x6+ xf , not to exceed 19% at time of manufacture. M 46+ 12 7 $ M-5x6(5) 11 12 Design conforms to main windforce-resisting 7.50 p 7.50 M-3x4 system and components and cladding criteria. M-4x6 M-3x42 -3x4 M-4x6 5 $ 0 25" 2 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 J, 9 10 ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(5) load duration factor=l.6, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. + + + M-1.5x3 M-3x6q �di3 oo M-3x8 A o 1 a9 . * �r M-3x4 a 20 �, 23 5x8 M-3x8 M-1.5x3 M-6x8 0.2 = o c' WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 ,(, J' 3 3 .1 ), b b b 1 2-05-084-06-02 4-07-142-06-05 5-01-04 7-08-04 7-08-04 7-04-07 3, 3 3 3. 2-05-08 11-06-08 28-00 yy J' 1-00 42-00 rio PROP JOB NAME : 5019-B POLYGON - F6Scale: 0.1229 .; f, GIN s,,, 44 17 WARNINGS: GENERAL NOTES,unless otherwise noted: V�'Iz 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 4t' T 920 PE 1-- Truss -- Truss•• F6 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ► DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/'. r,.; �•A"'""'" is the responsibility of the erector.AddPoonal permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). (c DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct•�N� �Co• 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Cf loadsSEQ. : 6125986fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / ,q 4. TRANS I D: 413 213 design loads be applied to any component and are for"dry condition"of use. 1 G • 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 f.V necessary. `' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. f-�bti'E r'1 R 14.� 6.This design Is furnished subject to the Irritations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WfCA in SCSI,copies of which will be furnished upon request. Digits coincide with jointcenterIOnes. 9.Diesindicate size ofplateoinches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111110 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 4=( -55) 313 22-13=( -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=( -110) 127 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=) -657) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) * For hanger specs. - See approved plans 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ;COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 17-11-11 10-03-10 13-08-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09 13 10-01 14 1' 6 05-07 9'09 19 7-09 T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-06-02 2-02-13 1-1-09 f3-10-03 5-00-06 3-09-02' MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" 2-09f T 4-06-02 f f3-11-11 5-03-14 T 1-2102 '13-09-02fMAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" T T T T ' T T 1' f-T T T MAX HORIZ. LL DEFL = -0.140" @ 41'- 8.5" 12-00 7-09 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 1' 1 f T NOTE: Design assumes moisture content does 12 7 10 12 not to exceed 19% at time of manufacture. 7.50 17 `7:17.50 M-3x9 11-5x6(0) Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 M-9x6 6 M- x9 925„ 11 2 M 9x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) load duration factor=l.6, M-3x6 M 3x94 3 Truss designed for wind loads in the plane of the truss only. + M-1.5x3 VI-3X63 X / + 4 -/•.,' 0 o M-3 X8 p o i 1 ,A016112115 16 r-- _ 17 19 - ; M-5x6 M-3x4e o 22 23** �"' o o M-3x8 M-1.5x3 M-bx8 0.2? M-3x8 :M-4x9 WEDGE WITH 2)M-1.5x3 TYP. M-5X8 . 3.75 M-5x6(S) 12 L L L L L L L L L 2=05-0 4-06-02 9-07-19 2-06-05 5-01-04 7-08-09 7-08-04 7-09-07 L 2-05-08 11-06-08 28-00 LL L 1-00 42-00 JOB NAME . 5019-B POLYGON - F7 �� t� PR0Pe�s Scale: 0.1229 45 ti`iilz542 177 1.- WARNINGS: GENERAL NOTES,unless otherwise noted: p rrr�� 17 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 CC' '7 9 `PE r Truss: F7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng 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 ��II1tn. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / i�,,Nars^^- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .'"" `; ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L ' 4SEQ. : 6125987 .No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t. 40 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. f/� -7), 220 TRANS I D: 413 213 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 D 14 fabrication,handling,shipment and Installation of components. 7.necessary. �0R n`j ` `Design assumes adequate drainage Is provided. fl t.1+ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII I III VIII VIII IIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with Joint center tines. 9.Digits indicate size of platete inches. nches. MITek USA,Inc./ComUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXRI R'ES:12/ % Q1 J 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-1006) 2437 3-11=(-245) 310 10-15=(-1710) 837 BC: 2x4 KDDF (}IOTA SPACED 24.0" O.C. 2- 3=(-2806) 1099 11-12=( -802) 2131 11- 4=(-137) 465 WEBS: 2x9 KDDF STAND 3- 4=(-2617) 1106 12-13=( -547) 1703 4-12=(-609) 444 LOADING 4- 5=(-2026) 1012 13-14=( -599) 1492 12- 5=(-338) 757 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1664) 965 14-15=( -46) 56 12- 6=(-106) 158 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1507) 910 6-13=(-459) 238 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-13=(-270) 669 8- 9=(-1860) 966 13- 9=(-182) 215 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1841) 800 9-14=(-459) 314 ALL FLAT TOP CHORD AREAS NOT SHEATHED 14-10=(-589) 1548 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 OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -338/ 1894V -264/ 325H 5.50" 3.03 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -300/ 1769V 0/ OH 5.50" 2.83 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.126" @ 18'- 0.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.228" @ 18'- 0.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.054" @ 41'- 10.3" MAX HORIZ. TL DEFL = 0.086" @ 41'- 10.3" 18-04-11 7-10-05 15-09 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 6-04-03 5-11 5-11 4-11-05 3-01=08� 6-08-08 7-02-12 Design conforms to main windforce-resisting 11 09-13 1 -14-02 system and components and cladding criteria. M M-3x4+ �-3x4+'( 1' Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-3x4M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 5 6 8 Q 7.50 load duration factor=l.6, Truss designed for wind loads M Sx6(S) in the plane of the truss only. 0.25" r M-3x4 ✓, 9 M-1.5x3 3 \\4. + M-3x6 0 0 I 0 ii I ( 14 15 ' M-3x6 M-3x4 .25" 0.25 -M-4x9 M-1.5x3 c, M-5x8(S) M-5x8(S) y ,1 ,1 ). b 3' l 9-03-11 8-08-12 10-02-02 6-10-04 6-11-04 l 1-00 42-00 ' ,'fin PROP S, JOB NAME : 5019-B POLYGON - F8 �'� GIN si Scale: 0.1399 \ Ca 0 451 WARNINGS: GENERAL NOTES,unless otherwise noted: V/f/ q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 0 9 ,PE iF Truss•• F8 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. ,r 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY• MJ is the responsibility of fhe erector.Additional bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by .err s permanentng continuous sheathing such as plywoodsheathing(TC)and/or drywal C). �'CC " DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*, ' °=' "N �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. SEQ. : 6125988 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� '�;7 0\ �. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. PP g r 14 y • 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 A I 1 0 fabrication,handling, necessary. ' RI:MA'A' V shipment and Installation of components. 7,Design assumes adequate drainage is provided. r'i 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII II II VIII III IIII TPINYTCA In BCE',copies of which will be furnished upon request. git coincide with joint center fines. 9.Digitssindicatesize of tplate to inches. MITek USA,InC./CsmpUTrus Software 7.6.6(1 L)-E 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 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16=( -852) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1441 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS - REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (non). 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-06-13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 26-03 20-00 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" 6-04-13 9-06-14 10-03-05 6-08-02 13-03-14 MAX TLMAXEEP LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 5-01-03 14-08 5-07-11 9' 5-00 5-03-05 6-06-04 '' 6-06-04 6-11-07 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" T T 1' TT T T T T T MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 10-00 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" '1 1' 12 12 M-4x6 12 NOTE: Design assumes moisture content does 7.50 ' 7.50 ' 7.50 not to exceed 19% at time of manufacture. 4.0" 8 .5( Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 �� M 5x6(S) 6 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 % \ 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M18HS-5x1. 9 Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x5(S) 4'4411 + + M-1.5x3 M-1,5x3 + +1 + 3 / n.mi ` o p o 1," 13 14" •M 16 ^3N 240 of M-3x8 U.25M-5x6 0.251 M-3x4 M-3x8 of M-5x8(5) M-5x8(S) 1, b b ) 1 J' 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 yb yy 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON - F9 ,s(c90, PROF�s Scale: 0.1211 ow ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: w r7c-' 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 4t 7,92//P E_ r Truss: F 9 and Warnings before construction commences. building component.Applicability of design parameters and proper /e�,�'�F 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 end bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). rY. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v, 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. 1OREGON 4(j SEQ. : 612 5 9 8 9 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 ', N, A. design loads be applied to any component. and are for"dry condition'of use. �/t -.41 7}F 14 )4 .2-°. p....4 TRANS I D: 413 213 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 V �y`Y fabrication,handling,shipment and installation of components. necessary.gR Ft`j { S.+ 7.Design assumes adequate drainage is provided. b4 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request. it Indicate with joint ate in lines. 9.Digits Indicate size of plate in Inches. MITek USA,InC./COR pUTR13 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=) -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" 13-11-11 1-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" TT T T T MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 4-08 3-10-09 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 1-r09-t7 ' 1 T T -1 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" 10-00 MAX BORIZ. TL DEFL = 0.146" @ 45'- 9.5" 12 12 M-4x6 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7.50 17 7.504 0" ' 7.50 8 ,6( Design conforms to main windforce-resisting system and components and cladding criteria. � -4, M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 ,+, �'Z5' load duration factor=l.6, Truss designed for wind loads M-4x6 M-5x10 in the plane of the truss only. 6 +1 M-1.5x3 M-1.5x3 3 o o o 1/ 31 14 a ! ' N24 o' M-3x8 0.25" M-5x6 0.2�' M-3x4 M-3x8 to M-5x8(5) M-5x8(S) .1 ). 1 b 1 ,i- 9-07-07 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 yy yb 1-00 46-03 1-00 9,to PRopk. JOB NAME : 5019-B POLYGON - F10 ;� IN ss Scale: 0.1211 \G ! 0 WARNINGS: GENERAL NOTES,unless otherwise noted: /!/rr�� c- 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual >9G 0•P E r Truss: F10 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' MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -"„/',�r r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatbng(TC)and/or drywal C). n DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+v OREGON `, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^4/ SEQ. : 6125990 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�� 'V \�` A design bads be applied to any component. and are for"dry condition"of use. "7 "� T RAN S I D: 413 213 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 4,1 fabrication,handling,shipment and installation of components. Design as. ty �� 7.Plates assumes adequate one drainage Is ovldea. �l 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 II II VIII VIII VIII VIII VIII IIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request. git coincide with jointfain knee. 9.Digits o ncide size oplateeto I knee. r MiTekUSA,Ino./CompuTrusSoftware7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I'IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=) -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) rOND. 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 = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" 11-11-11 3-08-11 10-06-10 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 4-08 5-007-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. LL DEFL = 0.088" @ 45' 9.5" MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 10-00 .' 1' NOTE: Design assumes moisture content does 12 12 M-4x6 12 not to exceed 19% at time of manufacture. 7.50 F,.7 7.50F.7' 4 0" Q 7.50 Design conforms to main windforce-resisting 7 .rs system and components and cladding criteria. \% M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 0.25" load duration factor=1.6, 8 Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x10 5 + *9s M-1.5x3 M-1.5x3 3 + so so 0 0 'o ''M-3x8 0.25" M-5x6 0.25 M- 3x4 M-3x8 0' M-5x8(S) M-5x8(S) 1 1 , 1 1 1 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 1 1 1 1 1-00 96-03 1-00 tc) PRoFe, JOB NAME : 5019-B POLYGON - F11 GiNs Scale: 0.1218 0A457 i9 WARNINGS: GENERAL NOTES,unless otherwise noted: (] rr `,,. 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 T92.40 r'G Truss• F 11 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 end bottom ss b to be laterally braced et DES. BY: MJ 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(7C)and/or drywall(BC). � , DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �E G�N /� 4.No load should be applied to any component until Wier all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "jr `V SEQ. : 6125991fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. fi QNB design loads be applied to any component. and are for"dry condition"of use. '7 1 Q S, �"k TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge If {� fabrication,handling,shipment and installation of components. Designnecessary. C:.R R t S \- V g P P 8. laesassumes adequatedodrainagecIsprovided.truss, C'+l f'11 L 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 II VIII VIII VIII IIII II II IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request. Digit coincideintwith joint aIn nche. 9.Digits Indicate size of plate in inches. C n cc MITek USA,InC./COr11pUTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 96'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 1COND. 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 = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 97'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 9-11-11 5-08-11 10-06-10 20-00 MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 5 0103 9-10-08 5-05-03 5-06-13 5-03-05 6-06-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" NOTE: Design assumes moisture content does 12 12 12 7.50 7.50 M-4x6 Q 750 not to exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 7 .,zr system and components and cladding criteria. \� M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x66 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 8 Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x10 4 5 +t M-1.5x3 M-1.5x3 + + 9 3 + kr, Addillillikkh\ . 0 CD A, 13 2 14 ,4 15 -�l o i M-3x8 6.25" M-5x6 0.2�' M-3x9 M-3x8 I M-5x8(S) M-5x8(S) .1 / ), / / 1, 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 by / / 1-00 46-03 1-00 00 PROFt� JOB NAME : 5019-B POLYGON - F12 Scale: D.121B �c'',"lcaGjIN t9 WARNINGS: GENERAL NOTES,unless otherwise noted: V ICCCC��afl � CC � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t 7 /P L" C- Truss: Fl 2 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. ;rillr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ",,/;ate.; 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). ,� h DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I.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. '}+R }_OREGON 4y SEQ. : 6125992 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, i� ","7 N. A. T RAN S I D: 413213 design loads be applied to any component. and are for"dry condition"of use. ' � }' 4 �"� 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 y ry. fabrication,handling,shipment and installation of components. DesignDeass A RIO- O` V 7. laesassumes adequated drainagetis provided.trus, Cr'i 1 4. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 111111 11II IIII I III 11111 VIII 1111 IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincidewith jointacenter lines, 9.tines indicate size of plate in inches, MITBk 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -9632) 2006 1-13=(-1574) 7958 2-13=( -78) 554 18- 9=(-4172) 1002 2x6 KDDF #10TR T2 2- 3=( -9916) 2028 13-14=(-1554) 8198 13- 3=( -748) 3296 9-19=( -916) 4362 BC: 2x6 KDDF SS; LOADING 3- 4=( -7946) 1602 14-15=(-1404) 8276 3-14=(-2420) 620 19-10=(-4982) 1200 2x10 KDDF SS 84 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6814) 1398 15-16=(-1400) 8280 14- 4=) -668) 3594 10-20=(-1438) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V5- 6=( -6476) 1268 16-17=( -802) 5356 14- 5=(-1908) 622 2x4 KDDF STUD A; BC UNIF LL) 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V6- 7=( -4720) 1034 17-18=) -860) 5456 5-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V7- 8=( -4730) 1024 18-19=(-1694) 8946 5-16=(-3868) 796 8- 9=( -6594) 1318 19-20=(-2612) 12804 16- 6=( -468) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=(-10800) 2204 20-11=(-2706) 13218 6-17=(-2690) 616 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-15822) 3328 17- 7=( -964) 4658 11-12=( 0) 60 17- 8=(-2534) 640 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-18=( -474) 2638 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1282/ 6315V -310/ 303H 5.50" 10.10 KDDF ( 625) OVERHANGS: 0.0" 12.0" Join together 2 ply with 3"x.131 DIA GUN 46'- 3.0" -2107/ 9856V 0/ OH 5.50" 15.77 KDDF ( 625) nails staggered at: JT 1: Heel to plate corner = 2.00" 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' JT 11: Heel to plate corner = 4.50" 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 + LATERALLY BRACE TO ROOF DIAPHRAGM 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" + 2X9 WEB BRACE REQUIRED. 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 47'- 3.0" Allowed = 0.100" @ HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.001" @ 47'- 3.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" 8-11-11 5-08-11 11-06-10 20-00 MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" { 3-04-0 09-A 6-00-03 5-08-07 5-06-11 6-04-03 6-05-154-02=12f NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. '( 2-09-0 4 12 '( T T -11-0 M-4x6 Design conforms to main windforce-resisting 7.50 17,7 system and components and cladding criteria. 4.0" 7 .fn' Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \ M=56(S) 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 3.� xload duration factor=1.6, 7.50 M-3x5 Q 7'50 Truss designed for wind loads 0.25" in the plane of the truss only. -N8 M-6x10 M-4x8 +1 A M-3x6 1'2 '.1 + .M-3x8 M-1,5x3 + + 9x8 + 111106, M18HS-3x18 0 o I Al " „y 14 � T •�17 s B920 \2 4o 1 M-6-x8 .2 3 25 M-Ix8 0.25 1 o M-3x10 M-3x8 M18HS-3x18 0 M-7x8(S) M-7x8(S) M-12x14(S) / *3443 I b y y y y 7713# @/ 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 46-03 1-00 �,to pROf: r, JOB NAME : 5019-B POLYGON - F13 GIRD GAN s, Scale: 0.1116 t ll/Z5/M9 (/' WARNINGS: GENERAL NOTES,unless otherwise noted: , l r'�, fit,,. 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 7920 S P IL Truss: Fl 3 GIRD 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 responsibilty of the building designer. ;/" Je'P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ter . DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / I is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d (B -" f CC g(r s rywag C). Ci DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OR�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. -1 1a mac/' SEQ. : 6125993 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Gi a O�� . TRANS I D• 413 213 design loads be applied to any component. end gra for'dry condition'of use. PP g /1 7}f 14 r� �t- • 5.CompuTrus has no control over and assumes no responsibility for the 8.Desi n assumes full bearing at all supports shown.Shim or wedge if V [�,, fabrication,handling,shipment and Installation of components. necessary. +'1 R`i y {J 7.Design assumes adequate drainage is provided. 4 1 ,. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WfCA in BCSI,copies of which wit be furnished upon request. lines coincide with joint ate in inches.B. oincide size of plate in Inches. MiTek USA,InC./CompuTtu9 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 • 111111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 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 = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL IL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 NOTE: Design assumes moisture content does T T not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.50[77' system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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 3 -/ in the plane of the truss only. co0 0 o/- m o _ r �<4 0 1 M-3x9 b 1, y 1-00 PROVIDE FULL BEARING;Jts:2,3,41 9-00 JOB NAME : 5019-B POLYGON - FJ1 „<t„ rv`��p�••��,,psss, Scale: 0.5509 ttr {� / 6//7 ' I' WARNINGS: GENERAL NOTES,unless otherwise noted: Q' • `-''�wi lrs r �1•+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based Doty upon the parameters shown and is for an individual Truss• FJ1 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 stability during construction 2•Design assumes the top end bottom chords to be laterally braced at �a . DES. BY: MJ 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(rC)and/or drywa0(BC). w t' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ pREGOIU 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W S E Q. : 612 5 994 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Lf �3 e �,‘R ik.. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. VD wedgei' • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull beedn at all supports shown.Shim or if fl, fabrication,handling,shipment and installation of components. necessary. ary. bsi- R Rio,S ,.eh P Po 7.Design assumes adequate drainage is provided. b 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII I III VIII VIII IIII IIII IIII7PIANiCA in BCSI,copies of which will be furnished upon request. git c dicae with jointae center tines. 9.Digits indicate size ofplatein inches. n MiTek USA,Inc/CompuTfu9 Software 7.6.6(1 L)-E 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 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BT1 SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -184/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed = 0.539" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '( T MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 NOTE: Design assumes moisture content does 7.5017 not to exceed 19% at time of manufacture. 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.4ft, 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. 0 N O/- t P o 1 M-3x4 1-00 IPROVIDE FULL BEARING;Jts:2,3,4I 9-00 0 PRo JOB NAME •. 5 019-B POLYGON - FJ2 ,\c,SIN ass Scale: 0.5379 //2C /illi /0 4? '''///25/filY l'dl' WARNINGS: GENERAL NOTES,unless otherwise noted: 4? 7 !p? -ylr. 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 7920$r c. Truss: FJ2 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: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ar Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). >r^ " t1+. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�a� 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 ,�`OREGON W SEQ. : 6125995 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:+ 4tet \ A design loads be applied to any component. and are for"dry condition"of use. •� 'T ( h+�•. TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If14 necessary. 4"" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +-i R R Sf L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII(III I III ECM VIII(III(III(IIITPINVTCA In SCSI,copies of which will be furnished upon request. 9.lines Indicate sizejoint inrInches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTelg EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF µl&BTR SPACED 24.0" O.C. 2-3=(-168) 153 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 176H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -11/ OV 0/ OH 1.50" 0.00 KDDF ( 625) 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -, 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 = 0.061" @ 2'- 11.8" Allowed = 0.427" ') MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 7,50� MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 3 NOTE: Design assumes moisture content does 0) not to exceed 19% at time of manufacture. '� Design not to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. a m c M-3x4 .1 y .6 ), 1-00 6-00 PROVIDE FULL BEARING;Jts:2,5,3,412-00 v, o Scale: 0.5011 �`� r PRop 4 JOB NAME : 5019-B POLYGON - FJ3 �� G)N s/ WARNINGS: GENERAL NOTES,unless otherwise noted: ' l�'zs 17 1.Builder 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 CC. !92®®17'E. t- Truss• FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper. r " 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibiity of the building desgner. 3.Additional temporary bracing to insure stabikty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ is the responsibilityof the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •fir permanentbracing continuous sheathing such as plywood mired and/or drywall C). (z DATE 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'I' OREGON f,,/, 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_ ♦),non-corrosiveSEQ. : 6125996 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, / 'G 4j �5 , design loads be applied to any component. and are for"dry condition"of use. '� y. {ti TRANS I D: 413 213 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 �l, p '31' necessary. `�/�'b ptt �"` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R i-t t 1- 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII IIII VIII(IIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git cind cat with joint ain nche. 9.Digitssindicate size oplate ein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 111011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-226) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -50/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 7,50 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 o r- Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 a ' 0 1 r=te 5�� M-3x4 ,1 1 b y 1-00 6-00 4-00 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - FJ4 ,<,,, PRa �s's Scale: 0.4599 N. GIN /0 w� X11/2511 WARNINGS: GENERAL NOTES,unless otherwise noted: rrr�� -f 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 �' . 0€'"E Truss• FJ4 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 budding designer ,1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by /' 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '" M r. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ J��V SEQ. : 61259974.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "jt OREGON. "fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L V3 N A. design loads be applied to any component. and are for"dry condition"of use. �h '014 Z,Q �^•}.. TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing u a8 supports shown.Shim or wedge If d fabrication,handling, Design ass en R`L� shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII(III VIII VIII VIII VIII VIII IIII III) TPIANiCA in BCSI,copies of which will be furnished upon request. lines coincide with jointplate ain dries. Di 9.Digits indicate size of platete inches. nches. MiTek USA,IDC./CampUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) 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 4 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" �A MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" 12 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 7.50 p MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0 i Design conforms to main windforce-resisting o, system and components and cladding criteria. 0 ,o Wind: 140 mph, h=22.4ft, 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. rn o/- I 5=. M-3x4 y ), 5 3, 1-00 6-00 4-04 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-B POLYGON - FJ5 wROFs Scale: 0.9596 �� .‘ii/Z5/M1' `��OA� WARNINGS: GENERAL NOTES,unless otherwise noted: I! _s 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: . `P E. r Truss: FJ 5 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. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ s the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f wr bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). f DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. "' [W SEQ. : 6125998 fastenem are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, Gfi1 0,�b `� design loads be applied to any component. and are for"dry condition"of use. © _T 14 �"" TRANS N S I D: 413 213 5.CompuTrus has no cordal over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. t H t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. F'i 14.Y 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I I III I III VIII VIII VIII III IIIITPINJTCA in BCSI,copies of which will furnished upon request. lines coidciae with joint center lines. 9.Digits indicate size offplate In inches. c+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(1417e10EXPIRES.12/31/2015 1111 VIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-469) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF 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" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 8_01_03 11_02-01 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 6 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting r system and components and cladding criteria. a M-3x5(5) 0 o Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 w 0 i 1 O Illg°lIllrM-3X4 1-00 6-00 13-03-04 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7j JOB NAME : 5019-B POLYGON - FJ10 �,. pRQFFs� Scale: 0.2632 � ��25/ /0<451: 1. WARNINGS: GENERAL NOTES,unless otherwise noted: , f 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 .92 0®P E Truss• FJ 10 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.s.suchrespectively unless braced throughout their length byAdippw Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rtDATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing + required where shown + tt^tt 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON /'' �` SEQ. : 6125999 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- iii A., design bads be applied to any component. and are for"dry condition"of use. /1 -7};R 14 rL �..�„ TRANS S I D: 413 2138.Design assumes full bearing at all supports shown.Shim or wedge If L/ 5.CompuTrus hes no control over end assumes no responsibility for the necessary. . ` {4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. F R 11. ". 6.This design is furnished subject to the prritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII'III VIII II VIII VIII IIID(III(IIITPIANTCA in BCSI,copies of which will be furnished upon request. 9.lines Indiiccate sizejofnplate In center 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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 10'- 10.7" 'COND. 2: Design checked for net(-5 psf) 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 to 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)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, P (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow ( g) load duration factor=l.6, Truss designed for wind loads 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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 5-05-06 5-05-06 complete specifications. '( '( T AIlIlIIiIh .212 12 / 7.50 HM-4x4 Q 7.50 3 o 4 -, 0 M-3x4 M-3x4 .1 y b ), 1-00 10-10-12 1-00 �� } PRO, JOB NAME : 5019-B POLYGON - G1 Scale: 0.5272 co. r6I� sfdA- WARNINGS: GENERAL NOTES,unless otherwise noted: C. /!/r�25fr "vim' 1.Builder 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 .9�•0 0 P E { Truss: G1 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r, q- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(6C). ( . DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ti � �fF 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 'if `4 SEQ. : 612 6 0 0 2 fasteners are complete and at no time should any b ` �N ads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 design loads be applied to any component. and are for"dry condition"of use. }' 14 Q. - �"t"' TRANS 1 D: 413 213 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 A' (1 necessary. p 1^� �` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `tel' " r-1 L' 6.This design is furnished subject to the Unitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII I III I III VIII VIII VIII III IIII TPINVTCA in BCSI,copies of which will furnished upon request. lines coincide with joint center lines. 9.Digitssndsize of tplate to inches. I9 MIT ak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF #1&BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x9 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" 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" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" 5-05-06 5-05-06 MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" T 1 f MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 12 7.50 M-4x6 'q7.50 MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 34.0" �� NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 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, Truss designed for wind loads in the plane of the truss only. �� e �,00 /4111,11 � 6 ►� 5 Cst 0 M-3x4 M-3x6 M-3x4 1 1 1 5-05-06 5-05-06 1 1 1 1 1-00 10-10-12 1-00 PR JOB NAME : 5019-B POLYGON - G2 ;,gip 1p4m,?s'' Scale: 0.4647 t.. ,J �0 WARNINGS: GENERAL NOTES,unless otherwise noted: �{✓ /p'�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 . 6 f-E r Truss: G2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.20 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: MJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 1 0416.04 4 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywat%BC). -416 DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ n 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 tk pi SEQ. : 6126003 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to Be used in a noncorrosive environment, ,G2 �if \ design loads be applied to any component. and are for"dry condition"of use. /1 -7?' 1 4 1L „ TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if [J p� �>�1. fabrication,handling,shipment and installation of components. DesignDeassumescessary. '�/}CP F V i 6.This design Is furnished subject to the Irritations set forth 7. adequatedon drainage i of truss,a 4 L. 111111 VIII III I I I I IIID IIID VIII IIII IIII I0 jby 8.Plates shall be located both faces truss,end placed so their center TPIMyTCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Wei() EXPIRES:12/31/2015 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 815BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #lsBTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. 6.00 'REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3 -/ Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF 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. 0 r 1111111111 m 0 en 2 Of 1 0 f 1 � A4 M-3x4 1 1 b 1-00 6-06 00 PR OFF, JOB NAME : 5019-B POLYGON - H1 GIN si Scale: 0.7067 ti11i l7A 1, WARNINGS: GENERAL NOTES,unless otherwise noted: r� �' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .9 PE Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabrlty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the responsibilityof the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length by 411191x,, continuous sheathing such as plywood in ere and/or drywall C). AMMIIIV 414010P f 1�CC � DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after a0 bracing and 4.Installation of truss is the responsibility of the respective contractor. p �q� ^W SEQ. : 6126004 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /+f "r7�,J 4N� tA.. TRANS I D 413 213 design loads be applied to any component. and are for"dry condition" use.supports wedge ; r 1 4 2. �'•r • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or if f fabrication,handling,shipment and Installation of components. Designnecessary. "' Ly y�,L P P 7. latesassumes adequateatedon drainage is truss,and +'1 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located both feces of hues,aplaced so their center IIIIII II I IIIA I I I VIII VIII VIII IIII IIIITPINYTCA in SCSI,copies of which will be furnished upon request. 9.lDigits indiiccate size)of plate InrInches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-201) 187 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-138) 115 WEBS: 2x4 KDDF STAND 3-4=) -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. VON. 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" -62/ 419V -44/ 116H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -31/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.132" @ 3'- 3.4" Allowed = 0.910" 6-02-09 0-03-12 MAX TC PANEL TL DEFL = -0.143" @ 3'- 3.6" Allowed = 0.614" '1 1' l' 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.2" 6.00 2" M-1.5x34 MAX HORIZ. TL DEFL = 0.001" @ 6'- 2.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e' load duration factor=l.6, 0 Truss designed for wind loads o in the plane of the truss only. en en O/- IdllggIIIIIIIIIIIIIIII C IN I 1 ..m.---,...1.1 �5 M-3x4 M-1.5x3 .1 1 1 6-02-09 0-03-12 1 ) 1 1-00 6-06 JOB NAME : 5019-B POLYGON - H2 �,,�, cIPN oF,es Scale: 0.5253 �� 71 t �? WARNINGS: GENERAL NOTES,unless otherwise noted: 444 !� 7 111,,..' 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 .92 0 0 PE Truss' H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the buildng 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• MJ2'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 drywa8(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt 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. '}g ,y_OREGON b ((j shouldSEQ. : 6126005fasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -% �, design loads be applied to any component. and are for"dry condition"of use. © 1 2,Q �' " TRANS I D: 413 213 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 fabrication,handling,shipment and installation of components. necessary. n I i t 7.Design assumes adequate drainage Is provided. FMRILA- 7. 8.This design is furnished subject to the'Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III VIII i III VIII II II IIID IIIIIIIITPIIWfCA In SCSI,copies of which will be furnished upon request, lines cindicawith joint center che. Di 9.Digits indicate size of platete in Inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 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 8'- 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 2-5=(-76) 99 3-5=(-249) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-166) 138 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 473V -55/ 142H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR lOPSF 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" 7-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.347" @ 4'- 0.3" Allowed = 0.522" MAX TC PANEL TL DEFL = -0.390" @ 4'- 0.7" Allowed = 0.782" T T T 12 MAX HORIZ. LL DEFL = 0,001" @ 7'- 8.2" 6.00 p M-1,5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 3 NOTE: Design assumes moisture content does 1 not to exceed 19% at time of manufacture. 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), n-) load duration factor=l,6, of Truss designed for wind loads o in the plane of the truss only, 1 c in M-3x4 M-1.5x3 .1 1, ), 7-08-04 0-03-12 ,1 )' b 1-00 8-00 fit,0 PROF-ts JOB NAME : 5019-B POLYGON - H3 Scale: 0.4839 `o•<,...44 �G,IN `S�TY <J WARNINGS: GENERAL NOTES,unless otherwise noted: r(f]��5 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 .. 92®®P C. 5'� Truss: H3 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. temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ��11Ir DES. BY• MJ Additional the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o,c.respectively unless braced throughout their length by � a6 isPo pe continuous sheathing such as plywood sheathing(TC)and/or drywal�BC). + DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '• OREGON /, 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_ SEQ. : 4/ S E Q. : 6126006 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, 4- 4, NIX A.. TRANS I D: 413 213 design loads be applied to any component. and assumes full arebearing for"dry condition"of use. 6Designwedge7 4 • 5.CompuTrus has no control over and assumes no responsibility for the . at all supports shown.Shim or if fabrication,handling,shipment and installation of components. necessary. Milk �. P P 7.Designlaesassumes adequateed drainagehcIs provided.a. +"i 4. 6.This design is furnished subject to the prritetlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINJTCA in SCSI,copies of which will be furnished upon request. git coincide with joint anr lines. 9,Digits indicate size of plate In inches. n n MITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 IIIH IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-166) 138 1-4=(-76) 99 2-4=(-251) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 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" -41/ 342V -54/ 135H 5.50" 0.55 KDDF ( 625) 8'- 0.0" -39/ 330V 0/ OH 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.352" @ 4'- 0.3" Allowed = 0.522" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.399" @ 4'- 0.7" Allowed = 0.782" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-09 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 1' 4 T 12 NOTE: Design assumes moisture content does 6.0017 M-1.5x3 3 not to exceed 19% at time of manufacture. -,, Design conforms to main windforce-resisting system and components and cladding criteria. loier231 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, Truss designed for wind loads in the plane of the truss only. MO O rn, mi i of l .7"-=011,1 -,, 0 M-3x9 M-1.5x3 1, / / 7-08-09 0-03-12 ,1 / 8-00 JOB NAME : 5019-B POLYGON - H4 Scale: o.47e7 �c,� C4.%=.GPN 0,��$0. w`? 1/z5 ti WARNINGS: GENERAL NOTES,unless otherwise noted: 'CC, p rrr�� r-�C 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7921$ J 't-L Truss: H4 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. .j✓ ier,r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 sheathingsuch asplywood sheathing(TC)C and/or d g(r s rywan�ec>. DATE: 11/26/2014 the overall structure Is the responsibility of the building designee 3.2x Impact bridging or lateral bracing required where shown++ 110 f 4.No load should be appled to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON Ix ^4/ loadsfasteners are complete and at no time should any non- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, 1- 'if +\ A design loads be applied to any component. and are for"dry condition"of use. /..0, 4f 1 4 �'fl � • TRANS I D: 413 213 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 vO fabrication,handling, necessary.ign ass F111-11.- 6. `i 1 y shipment and installation of components. 7,Design assumes adequate drainage Is provided. L.,l. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII'IIII VIII I I I VIII VIII VIII IIII IIIITPI/WTCA In SCSI,copies of which will be furnished upon requestlines coincidewith joint center lines. 9.Digits indicate size of platete in Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-525) 136 1-5=(-207) 410 5-2=( 0) 223 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-140) 128 5-6=(-209) 406 2-6=(-474) 173 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=(-135) 143 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) 0'- 0.0" -50/ 419V -68/ 170H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.007" @ 5'- 1.5" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ 5'- 0.5" Allowed = 0.606" 5-02-04 4-06 0-03-12 MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" 1 T -,f--f MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 12 NOTE: Design assumes moisture content does 6.00 p M-1.5x3 4 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting Y system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 M-3x92 in the plane of the truss only. 0 �G 3 O Jr M O earill.°11.1.111111111 1 1 5 =�6 -/ o M-3x4 M-1.5x3 M-3x4 b .1 1 5-00-08 4-11-08 .1 /, 10-00 JOB NAME : 5019-B POLYGON - H5 �to PROF 641 Scale: 0.4217 457 .///z5/ ''per WARNINGS: GENERAL NOTES,unless otherwise noted: /7c, -7 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 4t•, 7 92,s PE 1"- Truss: H5 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. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . » DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 4rt4Aae"'"'" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r '...e re.' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown,-t- �`' 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}* ,y v i' SEQ. : 6126008 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` -if,�} �'K�` N TRANS I D• 41327.3 design loads be applied to any component. and are for"dry condition"of use. g 14 2 _��' �,1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if ` fabrication,handling, necessary. " RAIt �. shipment and Installation of components. 7,Design assumes adequate drainage is provided. r'i rt 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 IIIIII IIII VIII VIII VIII VIII VIII III IIII TPI/WTCA in BCSI,copies of which will furnished upon request. Digit coincide with joint te in Ines. 9.Digits 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'12/3.1/2015 EMI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. not to 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 system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2 6.00[77' -/ Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF 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. 0 c 0 c 1 iggllgIIIIIIIIIIIIII CO of o � A 3 M-3x4 ,1 y 8-00 JOB NAME : 5019-B POLYGON - H6 ••(� n P Of 6, Scale: 0.65395 ;1251 t 53 /'�' WARNINGS: GENERAL NOTES,unless otherwise noted: , f�rr�� p 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 .7G 0'F-E Truss: H6 and Warnings before construction commences. building component.Applicability of design parameters and proper ��w �/'/'/ " 2.2x4 compression web bracing must be installed where shown+. Incorporation of component la the reaponalblhty of the building designer. T O" 3.Additional temporary bracing to insure stability during construction 2-Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 2'e.c.and at 10'o.c.respectively unless braced throughout their length by / 4� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). ^" , Cr DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 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. -37 OREGON �' loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. �d \ /1%. design loads be applied to any component. and are for"dry condition"of use. d y^ 14 �' - TRAN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if h cessary. fabrication,handling,shipment and installation of components. ne sign ass �" n R IL { V 7.Plates assumes atedadequate drainage Is oftruss, provided. C L-y 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both laces of and placed so their center ". 11111 III 11111 IIDI ill 11111111111111 IIIIIIIVIII 111 IIII TPINJTCA in BCSI,copies of which will be furnished upon request. git coincideIntwith joint ate In inches.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 1EIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF tl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" '( '( MAX IC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 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, '' rn o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. o/- t 0 Irgl 1 M-3x4 1-00 PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME : 5019-B POLYGON - J1 � o �ROFfi�s Scale: 0.6780 . `�/r/p��y,p� std WARNINGS: GENERAL NOTES,unless otherwise noted II��7 j 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 ': .sI/cl. PE. r Truss• J1 end 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 4, DES. BY• MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). 4 /Z. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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' ,y *V SEQ. : 6126010 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, / 'if f ib �. TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. VP 5 1 2.0- �'� 5.CompuTrus has no control over end assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge If f,,�`h {y, fabrication,handling,shipment and installation of components. necessary. �"•+i n t` �.`f� 7.Designlaesassumes adequatendrainage is truss,a rl t 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIII I VIII VIII VIII VIII VIII IIII IIII IIII TPINYTCA in SCSI,copies of which will be furnished upon request. git coincide with joint in lines. 9.Digitssindicate size of tplate eto Inness. J 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wei() EXPI RES:12/31/2015 11111 VIII(( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" T ' MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „-) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads � in the plane of the truss only. N o/- : o o all : O M-3x9 1' b /' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5019-B POLYGON - J2 �� G�N DF�rs,si Scale: 0.5905 `5 d WARNINGS: GENERAL NOTES,unless otherwise noted: �-rl' 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 ' .92.•PE r Truss' J2 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 stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at .fir. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /,fir +I�^" Po ty P continuous sheathing such as plywood sheattng(TC)and/or drywall(BC). I/ CC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 "V SEQ. : 6126011 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ it it,` design loads be applied to any component. and are for"dry condition"of use. Q -7 1 4 2, �"' TRANS I D: 413 213 S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u ell supports shown.Shim or wedge If �y necessary. `RR V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. P 6.This design is fumished subject to the Nnitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center (III I ISI IIID I I I II II VIII VIII(III(IIITPINVTCA In SCSI,copies of which will be furnished upon request. 9.(Digits Indicate siith zeof plate in jrinches. v M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTep EXPIRES:12131/2015 IIIIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 60 2-4=10) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=1-114) 86 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = 0.102" @ 3'- 7.2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 3 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 p , NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 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), M load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. o/- r c III /- ►� 4► 1_1 0 M-3x4 b y ), 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,31 t PRO JOB NAME : 5019-B POLYGON - J3Scale: 0.5429 `0 �NaG/tN ,4 WARNINGS: GENERAL NOTES,unless otherwise noted: 1'J G�J 1.Builder 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 4. !92 t.I L r- Truss• J3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibidty 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 et � DES. BY• MJ is the responsibility of the erector AddPoonal ermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr > A"""" P bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `,� 4.No load should be appped to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 A_ Ix W SEQ. : 6126012 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' •74j, y N. A. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use.supports 7 1 . • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all su rte shown.Shim or wedge if t3, fabrication,handling,shipment and Installation of components. necessary. M R 1 f 4 V P P 7.Design assumes adequate drainage is provided. r'1 M1+. 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 II II II VIII III I IIID VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished uponrequest. git dicawith joint ate In nchs. 9.Digits indicate size of plate In inches. MITek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 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 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF f{15BT1 SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 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 = 0.060" @ 2'- 9.3" Allowed = 0.427" 12 j MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, u' Truss designed for wind loads in the plane of the truss only. /- .t M' 0 M-3x4 b y l l 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - J4 � ' 0PNOp. Scale: 0.5031 �� N/JC �? WARNINGS: GENERAL NOTES,unless otherwise noted: 4, (�/ 7 C1 C 17 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 '92•I t-[- Truss: J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsidity 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 ,�es11�+ DES. BY: MJ 7 o.c.and at 10'o.c.respectively unless braced throughout their length byIaA° is the responsibility of the Crector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'ePP ` DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 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 , 4' SEQ. : 6126013 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, j"+ N �., design loads be applied to any component. end are for"dry condition"of use. /� 14 2,Q �7- TRAN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if p_ fabrication,handling,shipment and installation of components. necessary. '111:ill•s h�f 1..L 7.Design assumes adequate drainage is provided. ++ rl 6.This design is furnished subject to the iMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 TPIIWfCA in BCSI,copies of which will furnished upon request. Digitsgit coincidetwith JointaIn Inches.9.tinesindicate size of plate in Inches. MITek USA,InC./COmpUTfus Software 7.6.6(1 L)-E 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 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 1OPSF LIVE LOAD. TOP 4 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" 0 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 7.50[7 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. ( o Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r= (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, i.o Truss designed for wind loads in the plane of the truss only. o i /- Pid7'` 1 t�4 50E00 --/0 M-3x4 ,1 J, ). y 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 4 ,Q P R 0 �,� JOB NAME : 5019-B POLYGON - J5 01N f Scale: 0.4488 t11y./Z5 a IC WARNINGS: GENERAL NOTES,unless otherwise noted: .(,' : f"L 7�'^' 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 L Truss: J5 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. temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ Additional ti responsibility of the nrecto. rAdditionalpermanentcobreuc of T o.c.and at 10'o.c.respectively unless braced throughout their length by 1410910. Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywag(eC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 OREGON 1,. 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. : 612 6 014 fasteners are complete and at no tame should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G/ I- �N� A. TRANS I D• 413 213 design bads be applied to any component. and are far"dry condition"of use. 14 4 2 • 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O„ fabrication,handling, necessary. 4 ,PPM R ` V shipment and installation of components. 7,Design assumes adequate drainage is provided. rl 1. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII I III VIII VIII VIII IIII IIII TPIM?CA In BCSI,copies of which will furnished upon request. git coincide with joint centerIn che. 9.Digitssoncide of tplate to inches. MiTek USA,Inc./COmpuTru6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/201'5 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF )tl&BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5 -/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Ij VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 12 0 7.50 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 o system and components and cladding criteria. r o Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1( r! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. w 0 i f Kilvii of 6►Mo -f M-3x4 b b 1, 1, 1-00 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J6 ,s(c PRass Scale: 0.4036t.14.0i/Z5/ ' `°l WARNINGS: GENERAL NOTES,unless otherwise noted: CC. rrr�� cr E c- 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual ., f- Truss: J6 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: MJ 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 dryweillC). M DATE: 11/26/2014 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. "p' OREGON ^V SEQ. : 6126015 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� � design loads be applied to any component. and are for"dry condition"of use. /t }'' 14 2 "+- T RAN S I D: 413 213 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 c.tA fabrication,handling,shipment and installation of components. necessary. /� �R V i 4T 7.Plates assumes atedadequate both drainage is provided. L1+ 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII III IIII VIII VIII IIII IIIITPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,InciCompuTfus Software 7.6.6(1 L)-E 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 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF {)1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF i{1&BTR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 - 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! y 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 IL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" 12 4 MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 7.50 NOTE: Design assumes moisture content does 10 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0i Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 Iload duration factor=l.6, crl Truss designed for wind loads iq in the plane of the truss only. 0 4. 0 a -, o M-3x4 1 1, ), 1 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J7 , ,,, PROF�ss Scale: 0.3560 S t1/26/14/9 yI Q-, WARNINGS: GENERAL NOTES,unless otherwise noted: kr ,/p��r�" / 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'. 0 92 t 0 P E r' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bradng must be Installed where shown+• incorporation of component is the responsibility of the buikeng designer. ,,r ;jr+r"� 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by t✓I�'' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .1/ • �y.. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /•,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. 'y OREGON rJ S E Q. : 6126016 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/ -13 g F �NQ` A. TRANS ID: 413 213 design loads be applied to any component. Design are for"dry condition"ggf use.supports wedge 0 -T 14 �t,,4 5.CompuTrus has no condo)over and assumes no responsibility for the 8.Desi n assumes full bearing et all su rts shown.Shim or if ` fabrication,handling, necessary. )_y n 1` shipment and installation of components. 7.Design assumes adequate drainage is provided. +'1 f-5 L 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 11111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. gdicae with Joint ate In inches.9.Digits indicate size of plate In Inches. MiTek USA,Ino/COmpUTf is Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 10-08-10 5-03-01 '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 TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 0 MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 17. , 0 Design conforms to main windforce-resisting system and components and cladding criteria. :i o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads ,-' in the plane of the truss only. 3 0 I C 07 s O M-3x4 k k k k 1-00 6-00 9-11-11 (PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 ii\tJOB NAME •. 5019-B POLYGON - J8 '<e, w�ROpt sS Scale: 0.2960 <451 //G5/ J�1' WARNINGS: GENERAL NOTES,unless otherwise noted: , C 1,,: 11 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 .n r'�' r C. Truss• J8 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.204 compression web bracing must be installed where shown+, incorporation of component is the responslbihty of the building designer. i 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'0.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). -^ i, DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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' A_O - may' SEQ. : 6126017 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, •• -i.4 Q) A.. design loads be applied to any component. and are for"dry condition"of use. -7}� .�4 rl, �^4+ TRANS 1 D: 413 213 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 fabrication,handling,shipment and installation of components. necessary. R R Ij { 7.Design assumes adequate drainage is provided. C' fl 2. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III II II II III I I I I VIII II II I II(III(IIITPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with jointain Ines. Di 9.Digits indicate size offpplatete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 1E111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1 -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-19 10-07-13 '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 TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 4 M o Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, M 3x5(5) ,�, Truss designed for wind loads PQ. - in the plane of the truss only. 3 0 i is rd M 3x9 1-00 6-00 11-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 ,toJOB NAME : 5019-B POLYGON - J9 <0''. �N�� s,� Scale: 0.2760 � �� WARNINGS: GENERAL NOTES,unless otherwise noted: Qw pt- "'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 7 9 S r G. Truss: J 9 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 buikfing designer Air 3.Additional temporary bradng to insure stebiWty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19'os.respectively unless braced throughout their length by ,/+mow continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC). CC' DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON � 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. 7 4,0 SEQ. : 6126018 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, 4 . •I 41.. \�` design loads be applied to any component. and are for"dry condition"of use. 4 1 4 " -`k- TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. �,o fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "./iR i`." 6.This design Is furnished subject to the tirNtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII IIIA I III II III III III IIIITPI/WfCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII Ell This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF 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" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 7-03-14 12-07-01 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 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 = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" 5 MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19& at time of manufacture. Design conforms to main windforce-resisting .--; system and components and cladding criteria. 4 m Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ot (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, M-3x5(S) Truss designed for wind loads in the plane of the truss only. 3 0 1 . rmismimmiti o M-3x4 1-00 6-00 13-10-15 PROVIDE FULL BEARING;Jts:2,0,3,4,5,6,71 JOB NAME •. 5 019-B POLYGON - J10 �9,t0 pRQFFss Scale: 0.2517 4J C WARNINGS: GENERAL NOTES,unless otherwise noted: './8 �� 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 0 9nnyy 0 f p L r Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters end 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ2'o.c.and at 10'o.e.respectively unless braced throughout their length by s� prr Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). '' - CC DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� t/�'�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. 7 QE�E:GON `V' SEQ. : 612 6 019 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, sC 'Z,y N ''�, design loads be applied to any component. and are for"dry condition"of use. '7 1 4 2,. �^� TRANS I D: 413 213 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 } necessary. C'* t { V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. CC A'R`}...L.� 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 VIII VIII VIII VIII VIII VIII IIII IIII TPIANfCA In BCSI,copies of which will be furnished upon request Digit coincidewithizjoint In Ines. 9.Dress indicate size of tplate eto Inness. 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 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. DON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, Truss designed for wind loads 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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. 12 4.00 v 3 -/ N 0 I 0111IlIrll2 -''''gllllIIIIlllllIllllllllllllllIllllgIl i/- of M-3x9 4 1-00 8-06 JOB NAME •. 5019—B POLYGON — P1 .. PRare rs Scale: 0.6242 '7//Z6/t ✓CJSfr WARNINGS: GENERAL NOTES,unless otherwise noted: r� p1- "y,,, 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 t' 1.92.. 9G..1-E Truss: 21 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 2.204 compression web bracing must be installed where shown a. incorporation of component Is the responsibiity 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: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ar Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 5 DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON kr SEQ. : 6126020 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, ,G TRANS I D: 413 213 design loads be applied to any component an6.Designare essumr escfulldition"bearin of all supports ''V 4y 14 p� ' 5.CompuTrus has no control over and assumes no responsibility for theg pports shown.Shim or wedge if necessary. 40fe 0" fabrication,handling,shipment and installation of components. 7. 1�� Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center ch will be lin s coinde with j int IIIIII IIII VIII VIII VIII VIII VIII Ili ished upon MTTPINVTCA In BCSI,copies of e USA,lnC/COmpuT S(Software 7rn6 6(1 L)E request. 10.For basicGconnecoroplate design values see ESR-1311,ESR-1988(MITek) center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 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=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-109) 91 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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 = -0.355" @ 9'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" 1 1 1' 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 4.00 - MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" M-1.5x3 NOTE: Design assumes moisture content does 4 3 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting I N .-.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII in system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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. 1 Lo 0 0j,_1" -.111111111111111111111111111111111111111111111111111111111111111111 1 2 88M205 -/ M-3x4 M-1.5x3 J. J. J, 8-02-04 0-03-12 b J. ), 1-00 8-06 ��0 PRO, SS JOB NAME •. 5019-B POLYGON - P2 Scale: 0.5367 <5 r\A1G"'�7Nfi')/}h�Q,p� /© WARNINGS: GENERAL NOTES,unless otherwise noted: /II zs 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* 92i,r E r- Truss• P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r,�a po titY continuous sheathing such as plywood sheathing(TC)andfor drywall(BC), n ry., DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON �f"f 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. v ^V S E Q. : 6126021 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,{ TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. /� '71' t� 20 f 4 • 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ` necessary. 14by L\', fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. it 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 II II VIII VIII EMI VIII II IIII TPIIWTCA In nc./ copies of which will r furnished upon request. 9 lines indicate size h joint plate incenter inches. v MITBkUSA,lnc./CompuTfusSoftware7.6.6(1L)-E 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 2'- 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) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" '( fMAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -, Wind: 140 mph, h=19.8ft, 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. i r 0 o<- r 0 0 M-3x4 1 ) 1 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,31 PRop 00 e JOB NAME : 5019-B POLYGON - SJ1Scale: 0.6830 \ � Co tkO1IN /4 WARNINGS: GENERAL NOTES,unless otherwise noted: PrY 4r- /I/zs/ 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®,r L` r Truss: SJ1 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ s the of the erector. stability ai ermen c brad of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by .,,,,x11111, , 441111.1W responsibility P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ xi 1:C � �REGON� �I,, " 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 10 SEQ. : 6126022 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, / ,tl � i. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. t� • E CompuTrus hes no control over and assumes no responsibility for the 6.Decease assumes full bearing at all supports shown.Shim or wedge if lilt�yrbr�-� it '?) fabrication,handling,shipment end Installation of components. 7.Design sumes adequate drainage Is provided. +?Ft 1 t..k! 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I I I VIII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 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 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-B1) 50 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 0 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "DC spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7.50 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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" 3 -1 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" oA- MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. r,.� Design conforms to main windforce-resisting o system and components and cladding criteria. i 0 111171111 r' Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1 O 14�� M-3x4 ,1 / 1 / 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME •. 5019-B POLYGON - SJ2 , ,.., PRpFfi,S Scale: 0.7356 r�\� 11 sI WARNINGS: GENERAL NOTES,unless otherwise noted: 1 GG7 ( 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 4t' .PE Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bradng 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: MJ is the responsibility of the erector.Additional permanent bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /.r', 416 DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Q' 4SEQ. : 6126023 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON <(f loadsfasteners are complete and at no time should any greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, A t'` 1 design loads be applied to any component, end are for"dry condition"of use. " -7 '2 •i. TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 7$ ��s fabrication,handing,shipment and Installation of components. necessary. 11..�' p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 II II VIII IIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Foes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11101 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. .2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - - . _ REQUIREMENTSCDND2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OF INCIBC 2012 AND INCIRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 12 3 MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 17 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" �) MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, d, Truss designed for wind loads in the plane of the truss only. o El o� 4►� -f 1 M-3x4 ,1 1' / 3, 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : 5019-B POLYGON - SJ3 ,(,... ,�N�F ss, Scale: 0.587b {IAGIC ,p L�� WARNINGS: GENERAL NOTES,unless otherwise noted: CI� • rrr�� 7 (r r ','.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .9G,,r IL Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ^/ 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabigty during construction 2.Design assumes the top and bottom chords to be laterally braced at �1I1r. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their[myth by -/' + „iaa�' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). ..... " *'" t DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON / 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. '� +f,� SEQ. : 6126024fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 +I b tAu design loads be applied to any component. and are for"dry condition"of use. '7 -1 2, TRANS I D: 413 213 6.Design assumes fug bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the necessary. �;}4y� �y 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I y,1 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 II II II VIII I I I VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint center lines. 9.Digits indicate size offplate in Inches. c� MITOkUSA,IAC./COffIpUTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 1750 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 3 MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 12 j MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ^' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), I load duration factor=l.6, o Truss designed for wind loads t in the plane of the truss only. T �- o .� oi i ►� 4►� M-3x4 b /, /, b 1-00 2-00 5-11-11 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5031 tc0��.aJ�"�N OF'�,P 5 ITT 1- WARNINGS: GENERAL NOTES,unless otherwise noted: w� 1�lrr��" [fc 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 ' .7G e,r IL 1-- Truss: SJ4 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 stability during construction 2.Design assumes the top and bottom chords to be leterelly braced at DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /,�' - 41✓ W ty continuous sheathing such as plywood ng(TC)and/or drywall C). -® . DATE• 11/26/2014 the overall stricture 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. 7 OREGON 4/ SEQ. : 6126025 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, i,. ''?.4 \b` A. design loads be applied to any component. and are for"dry condition"of use. Q _7 14 ,. '"v TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing o at all supports shown.Shim or wedge ifOs fabrication,handling,shipment and installation of components. Designeessary. R PRO- 6. �1 7. latesassumes adequateatednboth drainage is of truss,provided. +•: t+ 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center I IIIIII VIII I III I I I VIII IIIA IIII IIII I'llTPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,InC./COmpuTrus Software 7.6.6(1L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRE°•12/31/2015 IIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x4 KDDF #15BTR SPACED 24.0" 0.C. 2-3=1-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 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" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' ,( MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 7.50 7 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 4 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" NOTE: Design assumes moisture content does ,>4x6 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. NO Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7AI� M-1.5x3 m W o O CD ►/ 6 0 M-3x4 M-3x5 M-3x9 ,6 ).' .1 y 2-03-12 3-00-03 0-08-01 ,1 y b b 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,4,71 tO JOB NAME : 5019-B - CJ2 Scale: 0.5741 „.4C OF ss,� WARNINGS: -GENERAL NOTES,unless otherwise noted: CF �p��'" pc 9 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 Individual4 . .9 •[-t� Truss: CJ2 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 responsibiity 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: MJ Is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.suchrespectivelyaly unless braced throughout their length by ,�, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �- DATE: 11/26/2014 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. y 'e,7OREGON <(/ SEQ. : 6126709 fasteners are complete and at no tic me should any loads greater than 5.Design assumes trusses are to be used in a nonorrosive environment, +f design loads be applied to any component. and are for"dry condition"of use.. �4 �,Q + TRANS I D: 413249 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim ar wedge if Q � 14 ¢ fabrication,handling, necessary. R t shipment and Installation of components. .Design assumes adequate drainage is provided. 1..h- 7 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 III 11111111 Ell IIIII IIIII IIII ill TPI/WTCA in BCSI,copies of which will be furnished upon request. foes coincide with joint center foes. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./ComUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF O1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 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 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" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" T Q MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 12 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 7.50 F,77 �0 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" I NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Ln Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. IINANIMMIIIMIIM' I 0 o f II M-3x4 o M-1.5x3 0 1 M-3x4 M-3x5 1 1, 1 1, 2-03-12 3-00-03 0-08-01 1, 1 1 1 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,7,41 0,t0 PRQ, JOB NAME : 5019-B - CJ3 Scale: 0.5145 ,�A 1 GIN siQp- WARNINGS: GENERAL NOTES,unless otherwise noted: <P v/'/z5 t rr fp' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' .7.920 OPE r Truss: CJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper • 40400, • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. , 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). = elf DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f`Q' 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ^G/ SEQ. : 6126710 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, Zr.! �/,r� �t4 x• TRANS ID: 413249 design loads be applied to any component. d are for"dry condition"igoaQ 14 `� b., • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fulbearing use.all supports shown.Shim or wedge If !1`' necessary. kL^'fy�t+ y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �'=PML 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII(IIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincideiwith Joint centerte in lines. 9.Digits indicate size of co Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-7=1 -82) 187 7-6=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=1 0) 50 WEBS: 2x4 KDDF STAND 3-4=1-174) 98 3-8=1-327) 147 LOADING 4-5=7-119) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" 5 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 7.50 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 4 NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting Isystem and components and cladding criteria. 0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads O in the plane of the truss only. o t 8 p Al -m; M-3x4 o M-1.5x3 Wil0 t 7 0 o M-3x9 M-3x5 l i l l 2-03-12 3-00-03 0-08-01 l l ) l 1-00 l 2-05-08 5-06-03 l l 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,41 tIa JOB NAME : 5019-B - CJ4 �ccv` � o,� 6's Scale: 0.4174 � �fit��5� <0�' WARNINGS: GENERAL NOTES,unless otherwise noted: r� F�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 .92.0 r E r Truss: CJ4 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 stebilty during construction 2.Design assumes the top and bottom chords to be laterally braced at ,� DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous2'o.c.and at 1a'hino.crespectivelysuchsly oodss braced throughout their diy length by ! sheathing such as plywood in ere drywall(BC). 110 �, DAT E 111/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 3! ,} OREGON f(/ S E 6126711 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive Delve environment, 4. 'if TRANS I D: 4132491 design loads be applied to any component. and are for"dry condition"of use. r. 4 �'^�" .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 5 . fabrication,handling, necessary. . f�rf'"ri R15 b- shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,end placed so their center IIIIII I II VIII VIII 11 IIII ILII III IIII TPIANiCA in SCSI,copies of which will be furnished upon request Ings coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTekUSA,Ina/CompuTfusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 '1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -, MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 ,-, system and components and cladding criteria. 0 � Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v' load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 3 =te _ ,c+ Ail ME o'- -m M-3x4 o M-1.5x3 I .=. 7I 0 CD M-3x9 M-3x5 l 1 1 l 2-03-12 3-00-03 0-08-01 l 1 ), 1 1-00 , 2-05-08 7-96-03 1 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,8,4,51 4?0 PROF JOB NAME : 5019-B - CJ5 �iN `psi Scale: 0.3702 r�\w0 4 sir 4- WARNINGS: GENERAL NOTES,unless otherwise noted: �Av v Ill z p C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individualt. .721`t-L. r Truss: CJ5 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 responsibity 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 et DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr. po ty continuous sheathing such as plywood where and/or drywall(BC). . DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON `,� 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. ,¢ ^�.r SEQ. : 6126712 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, 4., '%,q TRANSk 0' �. TRANS I D• 413249 design loads be applied to any component. and are for"dry condition" use. g 14 �� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge If necessary. '11 ' p t . shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R IG"'• L fabrication,handling, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center Mill II II III I I III VIII 1111 ILII IIIIIIII TPINVTCA in BCSI,copies of which will be furnished upon request. Ings coincideintwith joint aIn nches 9.Digits indicate size of plate In inches. MiTek USA,lf1C./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 Um- 1111111111 This design prepared from computer input by + PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" 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" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f-- 6 MAX TLMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" 5 MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 12 ,I MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. ,--, Design conforms to main windforce-resisting 4 N system and components and cladding criteria. 0 Wind: 140 mph, h=22.9ft, 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 M-4x6 in the plane of the truss only. 3 ko Ailli-- -1.1 r 9 o1 ��m M-3x4 ,r-,-,m-1.5x3 i 1 . 8 r CS M-3x9 M-3x5 ,1 1 ) ). 2-03-12 3-00-03 0-08-01 1-00y 2-05-08 , 9-06-03 y 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,9,4,51 JOB NAME •. 5 019-B - CJ6 sale. 0.3228 5,'� AGR"�p 6,, WARNINGS: GENERAL NOTES,unless otherwise noted: /(]".....+++++�� p f• .- � 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 �I'-G. Truss: CJ6 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,, r,�11• +ir bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 111 4...- DATE: ,. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. "j7 A_ 'w! SEQ. : 6126713 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, 4* r'7,� �N� A, design loads be applied to any component. and are for"dry condition"of use. 2, - �"� TRANS I D: 413249 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 �^�y fabrication,handling,shipment and installation of components. necessary. '^'"+l R`+ PP 7.Design assumes adequate drainage is provided. +"7 L 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 VIII'III VIII II I III I III)VIII IIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointaIn inches.9.Digits indicate size of plate in inches. ry 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